CT Siting Council Consent Letter Template - T-Mobile ... · R.C.S.A. § 16-50j-73, a copy of this...

March 26, 2014

Melanie A. Bachman Connecticut Siting Council 10 Franklin Square New Britain, CT 06051

RE: T-Mobile-Exempt Modification - Crown Site BU: 876313 T-Mobile Site ID: CT11453C Located at: 1394 Route 322, Southington, CT 06410

Dear Ms. Bachman:

This letter and exhibits are submitted on behalf of T-Mobile. T-Mobile is making modifications to certain existing sites in its Connecticut system in order to implement their Modernization technology. Please accept this letter and exhibits as notification, pursuant to § 16-50j-73 of the Regulations of Connecticut State Agencies (“R.C.S.A.”), of construction that constitutes an exempt modification pursuant to R.C.S.A. § 16-50j-72(b)(2). In compliance with R.C.S.A. § 16-50j-73, a copy of this letter is being sent to Mr. Garry Brumback, Town Manager for Town of Southington.

T-Mobile plans to modify the existing wireless communications facility owned by Crown Castle and located at 1394 Route 322, Southington, CT 06410. Attached are a compound plan and elevation depicting the planned changes (Exhibit-1), and documentation of the structural sufficiency of the structure to accommodate the revised antenna configuration (Exhibit-2). Also included is a power density table report reflecting the modification to T-Mobile’s operations at the site (Exhibit-3).

The changes to the facility do not constitute a modification as defined in Connecticut General Statutes (“C.G.S.”) § 16-50i(d) because the general physical characteristics of the facility will not be significantly changed. Rather, the planned changes to the facility fall squarely within those activities explicitly provided for in the R.C.S.A. § 16-50j-72(b)(2).

1. The proposed modifications will not result in an increase in the height of the existingtower. T-Mobile’s replacement antennas will be located at the same elevation on theexisting tower.

2. There will be no proposed modifications to the ground and no extension ofboundaries.

3. The proposed modifications will not increase noise levels at the facility by sixdecibels or more.

Crown Castle 3530 Toringdon Way Suite 300 Charlotte, NC 28277

Tel: 704-405-6600

www.crowncastle.com

Melanie A. Bachman March 26, 2014

4. The operation of the replacement antennas will not increase radio frequency (RF)emissions at the facility to a level at or above the Federal CommunicationsCommission (FCC) adopted safety standard. A cumulative General Power Densitytable report for T-Mobile’s modified facility is included as Exhibit-3.

5. A Structural Modification Report confirming that the tower and foundation cansupport Sprint’s proposed modifications is included as Exhibit-2.

For the foregoing reasons, T-Mobile respectfully submits the proposed modifications to the above-reference telecommunications facility constitutes an exempt modification under R.C.S.A. § 16-50j-72(b)(2). Please send approval/rejection letter to Attn: Donna Neal.

Sincerely,

Jeff Barbadora Real Estate Specialist

Enclosure

Tab 1: Exhibit-1: Compound plan and elevation depicting the planned changes Tab 2: Exhibit-2: Structural Modification Report Tab 3: Exhibit-3: General Power Density Table Report (RF Emissions Analysis Report)

cc: Mr. Garry Brumback, Town Manager Town of Southington 75 Main Street Southington, CT 06489

tnxTower Report - version 6.1.4.1

Date: March 11, 2014

Patrick Byrum Paul J Ford and CompanyCrown Castle 250 E. Broad Street, Suite 6003530 Toringdon Way, Suite 300 Columbus, OH 43215Charlotte, NC 28277 614.221.6679704.405.6532 [email protected]

Subject: Structural Analysis Report

Carrier Designation: T-Mobile Co-LocateCarrier Site Number: CT11453CCarrier Site Name: Sounthington - Sprint

Crown Castle Designation: Crown Castle BU Number: 876313Crown Castle Site Name: West Johnson Ave. Burnt HouseCrown Castle JDE Job Number: 260413Crown Castle Work Order Number: 724001Crown Castle Application Number: 217362 Rev. 0

Engineering Firm Designation: Paul J Ford and Company Project Number: 37513-0756 R4

Site Data: 1394 Meriden Waterbury Tpk, SOUTHINGTON, Hartford County, CTLatitude 41° 33' 51.39'', Longitude -72° 53' 30.7''160 Foot - Monopole Tower

Dear Patrick Byrum,

Paul J Ford and Company is pleased to submit this “Structural Analysis Report” to determine the structuralintegrity of the above mentioned tower. This analysis has been performed in accordance with the Crown CastleStructural ‘Statement of Work’ and the terms of Crown Castle Purchase Order Number 624714, in accordancewith application 217362, revision 0.

The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis wehave determined the tower stress level for the structure and foundation, under the following load case, to be:

LC4.7: Modified Structure w/ Existing + Reserved + Proposed Equipment Sufficient CapacityNote: See Table I and Table II for the proposed and existing/reserved loading, respectively.

The structural analysis was performed for this tower in accordance with the requirements of the 2005Connecticut Building Code and the TIA/EIA-222-F Structural Standards for Steel Antenna Towers and AntennaSupporting Structures using a fastest mile wind speed of 80 mph with no ice, 37.6 mph with 1 inch ice thicknessand 50 mph under service loads.

All modifications and equipment proposed in this report shall be installed in accordance with the referenceddrawings for the determined available structural capacity to be effective.

We at Paul J Ford and Company appreciate the opportunity of providing our continuing professional services toyou and Crown Castle. If you have any questions or need further assistance on this or any other projectsplease give us a call.

Respectfully submitted by:

Bob Koors, E.I.Structural Designer

March 11, 2014160 Ft Monopole Tower Structural Analysis CCI BU No 876313Project Number 37513-0756 R4, Application 217362, Revision 0 Page 2


TABLE OF CONTENTS

1) INTRODUCTION

2) ANALYSIS CRITERIATable 1 - Proposed Antenna and Cable InformationTable 2 - Existing and Reserved Antenna and Cable Information

3) ANALYSIS PROCEDURETable 3 - Documents Provided3.1) Analysis Method3.2) Assumptions

4) ANALYSIS RESULTSTable 4 – Section Capacity (Summary)Table 5 - Tower Component Stresses vs. Capacity4.1) Recommendations

5) APPENDIX ATNX Tower Output

6) APPENDIX BBase Level Drawing

7) APPENDIX CAdditional Calculations



1) INTRODUCTION

This tower is a 161 ft Monopole tower designed by SUMMIT in August of 1998.The tower was originally designed for a wind speed of 90 mph per TIA/EIA-222-F.

2) ANALYSIS CRITERIA

The structural analysis was performed for this tower in accordance with the requirements of the 2005Connecticut Building Code and the TIA/EIA-222-F Structural Standards for Steel Antenna Towers and AntennaSupporting Structures using a fastest mile wind speed of 80 mph with no ice, 37.6 mph with 1 inch ice thicknessand 50 mph under service loads.

Table 1 - Proposed Antenna and Cable Information

MountingLevel (ft)

CenterLine

Elevation(ft)

Numberof

AntennasAntenna

Manufacturer Antenna ModelNumberof FeedLines

FeedLine

Size (in)Note

127.0 128.0

3 ericsson ERICSSON AIR 21 B2AB4P w/ Mount Pipe

1 1-5/8 -3 ericsson ERICSSON AIR 21 B4AB2P w/ Mount Pipe

3 ericsson KRY 112 144/1

Table 2 - Existing and Reserved Antenna and Cable Information

MountingLevel (ft)

CenterLine

Elevation(ft)

Numberof

AntennasAntenna


FeedLine

Size (in)Note

157.0158.0

3 ericsson RRUS-11 - - 2

1 andrew SBNH-1D6565C w/ MountPipe

612

1-5/83/83/4

1

3 ericsson RRUS-11

3 kathrein 800 10121 w/ Mount Pipe

1 kmwcommunications

AM-X-CD-16-65-00T-RETw/ Mount Pipe

6 powerwavetechnologies LGP21401

1 powerwavetechnologies

P65-17-XLH-RR w/ MountPipe

1 raycap DC6-48-60-18-8F

157.0 1 tower mounts Side Arm Mount [SO 101-3]

148.0 148.0

3 rfs celwave APXVSPP18-C-A20 w/Mount Pipe

3 1-1/4 23 rfs celwave IBC1900BB-13 rfs celwave IBC1900HG-2A1 tower mounts Platform Mount [LP 712-1] - - 1



MountingLevel (ft)

CenterLine

Elevation(ft)

Numberof

AntennasAntenna


FeedLine

Size (in)Note

146.0 146.0

3 alcatel lucent 800MHz 2X50W RRHW/FILTER

- - 26 alcatel lucent PCS 1900MHz 4x45W-65MHz

1 tower mounts Side Arm Mount [SO 103-3]

138.0

142.0 1 lucent KS24019-L112A

121

1-5/81/2 1

138.0

3 antel BXA-171063-12BF-EDIN-X w/ Mount Pipe

3 antel BXA-70063-6CF-EDIN-2w/ Mount Pipe

6 antel LPA-80063-6CF-EDIN-2w/ Mount Pipe

6 rfs celwave FD9R6004/2C-3L1 tower mounts Platform Mount [LP 712-1]

127.0128.0

3 andrew ONEBASE TWIN DUALDUPLEX TMA

6 1-5/8 34 ems wireless RR65-19-02DPL5 w/

Mount Pipe6 remec S20057A-1

3 rfs celwave APX16DWV-16DWV-S-E-ACU w/ Mount Pipe

127.0 1 tower mounts Platform Mount [LP 712-1] 12 1-5/8 1

119.0 119.03 andrew HBX-6516DS-VTM w/

Mount Pipe 61

1-5/83/8 1

1 tower mounts T-Arm Mount [TA 602-3]

48.050.0 1 lucent KS24019-L112A

1 1/2 148.0 1 tower mounts Side Arm Mount [SO 701-

1]Notes:1) Existing Equipment2) Reserved Equipment3) Equipment To Be Removed

3) ANALYSIS PROCEDURE

Table 3 - Documents Provided

Document Remarks Reference Source

4-GEOTECHNICAL REPORTS Goodkind & O'Dea, 08/27/1998 1529743 CCISITES4-TOWER FOUNDATION

DRAWINGS/DESIGN/SPECS PJF, 29298-582, 08/27/1998 1633746 CCISITES

4-TOWER MANUFACTURERDRAWINGS PJF, 29298-582, 08/27/1998 2134246 CCISITES

4-TOWER REINFORCEMENTDESIGN/DRAWINGS/DATA GPD, 2012775.876313.01 3348783 CCISITES

FAB DRAWINGS SABRE, 11/13/2013 - PJF



3.1) Analysis Method

tnxTower (version 6.1.4.1), a commercially available analysis software package, was used to create athree-dimensional model of the tower and calculate member stresses for various loading cases.Selected output from the analysis is included in Appendix A.

3.2) Assumptions

1) Monopole was fabricated and installed in accordance with the manufacturer's specifications.2) Monopole has been properly maintained in accordance with manufacturer's specifications.3) The configuration of antennas, transmission cables, mounts and other appurtenances are as

specified in Tables 1 and 2 and the referenced drawings.4) Monopole was modified in conformance with the referenced modification drawings.5) Monopole will be reinforced in conformance with the referenced Sabre fab drawings.

This analysis may be affected if any assumptions are not valid or have been made in error. Paul JFord and Company should be notified to determine the effect on the structural integrity of the tower.

4) ANALYSIS RESULTS

Table 4 - Section Capacity (Summary)Section

No. Elevation (ft) ComponentType Size Critical

Element P (K) SF*P_allow(K)

%Capacity Pass / Fail

L1 160 - 148.5 Pole TP10x10x0.349 1 -1.189 296.209 52.3 Pass

L2 148.5 - 148 Pole TP23x10x0.349 2 -1.192 296.209 52.3 Pass

L3 148 - 111 Pole TP28.994x23x0.25 3 -10.360 1071.395 81.6 Pass

L4 111 - 105.25 Pole TP29.4254x27.8865x0.3125 4 -11.917 1385.720 84.1 Pass

L5 105.25 -76.75 Pole TP34.042x29.4254x0.4446 5 -16.587 2087.545 86.6 Pass

L6 76.75 - 70.75 Pole TP34.3889x32.4643x0.375 6 -19.126 2104.700 99.1 Pass

L7 70.75 - 43 Pole TP38.884x34.3889x0.5356 7 -24.945 2940.038 89.1 Pass

L8 43 - 27.25 Pole TP40.6856x37.0028x0.6528 8 -32.685 3475.731 90.1 Pass

L9 27.25 - 7.375 Pole TP43.9053x40.6856x0.647 9 -39.493 4093.163 85.9 Pass

L10 7.375 - 0 Pole TP45.1x43.9053x0.661 10 -42.184 4578.148 79.9 Pass

Summary

Pole (L6) 99.1 Pass

Rating = 99.1 Pass



Table 5 - Tower Component Stresses vs. Capacity – LC4.7

Notes Component Elevation (ft) % Capacity Pass / Fail

1 Anchor Rods 0 95.7 Pass1 Base Plate 0 86.4 Pass

1 Base FoundationSteel 0 79.1 Pass

1,2 Base FoundationSoil Interaction 0 87.7 Pass

Structure Rating (max from all components) = 99.1%

Notes:1) See additional documentation in “Appendix C – Additional Calculations” for calculations supporting the % capacity

consumed.2) Foundation Analysis Notes: According to the procedures prescribed and agreed to by the Crown Castle Engineering

Foundation Committee, held in January 2010, the existing caisson foundation was analyzed using the methodology inthe software ‘PLS-Caisson’ (Version 8.10, or newer, by Power Line Systems, Inc.). Per the methods in PLS-Caisson,the soil reactions of cohesive soils are calculated using 8CD independent of the depth of the soil layer. The depth ofsoil to be ignored at the top of the caisson is the geotechnical report’s recommendation, or the greater of the frost depthof the site or half of the caisson diameter.

4.1) Recommendations

Reinforce monopole in conformance with the referenced fab drawings.



APPENDIX A

TNXTOWER OUTPUT



Tower Input Data

There is a pole section.This tower is designed using the TIA/EIA-222-F standard.The following design criteria apply:

4) Tower is located in Hartford County, Connecticut.5) Basic wind speed of 80 mph.6) Nominal ice thickness of 1.0000 in.7) Ice thickness is considered to increase with height.8) Ice density of 56.000 pcf.9) A wind speed of 38 mph is used in combination with ice.10) Temperature drop of 50.000 °F.11) Deflections calculated using a wind speed of 50 mph.12) A non-linear (P-delta) analysis was used.13) Pressures are calculated at each section.14) Stress ratio used in pole design is 1.333.15) Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are

not considered.

OptionsConsider Moments - Legs Distribute Leg Loads As Uniform Treat Feedline Bundles As CylinderConsider Moments - Horizontals Assume Legs Pinned Use ASCE 10 X-Brace Ly Rules

Escalate Ice Bypass Mast Stability Checks Offset Girt At Foundation

Include Bolts In Member Capacity Autocalc Torque Arm Areas Poles

Secondary Horizontal Braces Leg Sort Capacity Reports By Component Always Use Sub-Critical FlowUse Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Use Top Mounted SocketsAdd IBC .6D+W Combination Use TIA-222-G Tension Splice

Capacity Exemption

Tapered Pole Section GeometrySection Elevation

ft

SectionLength

ft

SpliceLength

ft

Numberof

Sides

TopDiameter

in

BottomDiameter

in

WallThickness

in

BendRadius

in

Pole Grade

L1 160.000-148.500

11.500 0.000 Round 10.0000 10.0000 0.3490 A53-B-35(35 ksi)

L2 148.500-148.000

0.500 0.000 Round 10.0000 23.0000 0.3490 A53-B-35(35 ksi)

L3 148.000-111.000

37.000 3.750 18 23.0000 28.9940 0.2500 1.0000 A607-60(60 ksi)

L4 111.000-105.250

9.500 0.000 18 27.8865 29.4254 0.3125 1.2500 A607-60(60 ksi)

L5 105.250-76.750

28.500 4.250 18 29.4254 34.0420 0.4446 1.7785 Reinf 56.20 ksi(56 ksi)

L6 76.750-70.750 10.250 0.000 18 32.4643 34.3889 0.3750 1.5000 A607-65(65 ksi)

L7 70.750-43.000 27.750 5.000 18 34.3889 38.8840 0.5356 2.1425 Reinf 57.60 ksi(58 ksi)

L8 43.000-27.250 20.750 0.000 18 37.0028 40.6856 0.6528 2.6113 Reinf 52.39 ksi(52 ksi)

L9 27.250-7.375 19.875 0.000 18 40.6856 43.9053 0.6470 2.5880 Reinf 57.61 ksi(58 ksi)



Section Elevation

ft

SectionLength

ft

SpliceLength

ft

Numberof

Sides

TopDiameter

in

BottomDiameter

in

WallThickness

in

BendRadius

in

Pole Grade

L10 7.375-0.000 7.375 18 43.9053 45.1000 0.6610 2.6438 Reinf 61.40 ksi(61 ksi)

Tapered Pole PropertiesSection Tip Dia.

inAreain2

Iin4

rin

Cin

I/Cin3

Jin4

It/Qin2

win

w/t

L1 10.0000 10.5815 123.3587 3.4144 5.0000 24.6717 246.7174 5.2876 0.0000 010.0000 10.5815 123.3587 3.4144 5.0000 24.6717 246.7174 5.2876 0.0000 0

L2 10.0000 10.5815 123.3587 3.4144 5.0000 24.6717 246.7174 5.2876 0.0000 023.0000 24.8349 1593.1275 8.0093 11.5000 138.5328 3186.2550 12.4100 0.0000 0

L3 23.3548 18.0521 1180.3983 8.0762 11.6840 101.0269 2362.3498 9.0278 3.6080 14.43229.4413 22.8084 2380.8169 10.2041 14.7290 161.6420 4764.7665 11.4063 4.6629 18.652

L4 28.9335 27.3500 2627.2035 9.7888 14.1663 185.4539 5257.8639 13.6776 4.3580 13.94629.8793 28.8763 3092.0742 10.3351 14.9481 206.8541 6188.2170 14.4409 4.6289 14.812

L5 29.8793 40.8992 4339.8228 10.2882 14.9481 290.3262 8685.3560 20.4535 4.3963 9.88834.5672 47.4145 6761.7480 11.9271 17.2933 391.0031 13532.393

323.7117 5.2088 11.715

L6 33.7754 38.1943 4968.8541 11.3917 16.4919 301.2913 9944.2464 19.1008 5.0537 13.47734.9194 40.4851 5917.6117 12.0749 17.4696 338.7380 11843.009

920.2464 5.3925 14.38

L7 34.9194 57.5537 8333.2168 12.0179 17.4696 477.0130 16677.3986

28.7823 5.1097 9.54

39.4838 65.1957 12112.9519

13.6137 19.7531 613.2186 24241.8423

32.6040 5.9009 11.017

L8 38.4747 75.3190 12573.3508

12.9042 18.7974 668.8866 25163.2460

37.6667 5.3635 8.216

41.3132 82.9499 16795.1455

14.2116 20.6683 812.6055 33612.3906

41.4828 6.0117 9.209

L9 41.3132 82.2223 16652.6748

14.2137 20.6683 805.7123 33327.2617

41.1190 6.0219 9.307

44.5826 88.8342 21001.7795

15.3567 22.3039 941.6201 42031.1937

44.4256 6.5886 10.183

L10 44.5826 90.7203 21433.8505

15.3517 22.3039 960.9921 42895.9042

45.3688 6.5641 9.931

45.7957 93.2267 23259.8697

15.7759 22.9108 1015.2360 46550.3454

46.6222 6.7743 10.249

TowerElevation

ft

GussetArea

(per face)

ft2

GussetThickness

in

Gusset GradeAdjust. FactorAf

Adjust.Factor

Ar

Weight Mult. Double AngleStitch BoltSpacing

Diagonalsin

Double AngleStitch BoltSpacing

Horizontalsin

L1 160.000-148.500

1 1 1

L2 148.500-148.000

1 1 1

L3 148.000-111.000

1 1 1

L4 111.000-105.250

1 1 1

L5 105.250-76.750

1 1 1

L6 76.750-70.750

1 1 1

L7 70.750-43.000

1 1 1

L8 43.000-27.250

1 1 1

L9 27.250-7.375

1 1 1

L10 7.375-0.000

1 1 1



Feed Line/Linear Appurtenances - Entered As Round Or FlatDescription Face

orLeg

AllowShield

ComponentType

Placement

ft

TotalNumber

NumberPer Row

ClearSpacing

in

Width orDiamete

rin

Perimeter

in

Weight

klf

**

Feed Line/Linear Appurtenances - Entered As AreaDescription Face

orLeg

AllowShield

ComponentType

Placement

ft

TotalNumber

CAAA

ft2/ft

Weight

klfLDF7-50A(1-5/8'') C No Inside Pole 157.000 - 0.000 6 No Ice

1/2'' Ice1'' Ice2'' Ice4'' Ice

0.0000.0000.0000.0000.000

0.0010.0010.0010.0010.001

FB-L98B-002-75000(3/8'')

C No Inside Pole 157.000 - 0.000 1 No Ice1/2'' Ice1'' Ice2'' Ice4'' Ice

0.0000.0000.0000.0000.000

0.0000.0000.0000.0000.000

WR-VG86ST-BRD(3/4)

C No Inside Pole 157.000 - 0.000 2 No Ice1/2'' Ice1'' Ice2'' Ice4'' Ice

0.0000.0000.0000.0000.000

0.0010.0010.0010.0010.001

**HB114-1-08U4-M5J(1

1/4'')C No Inside Pole 148.000 - 0.000 3 No Ice


0.0000.0000.0000.0000.000

0.0010.0010.0010.0010.001

**AL7-50(1 5/8) C No Inside Pole 138.000 - 0.000 12 No Ice


0.0000.0000.0000.0000.000

0.0010.0010.0010.0010.001

LDF4-50A(1/2'') C No Inside Pole 138.000 - 0.000 1 No Ice1/2'' Ice1'' Ice2'' Ice4'' Ice

0.0000.0000.0000.0000.000

0.0000.0000.0000.0000.000

**LDF7-50A(1-5/8'') C No Inside Pole 127.000 - 0.000 7 No Ice


0.0000.0000.0000.0000.000

0.0010.0010.0010.0010.001

LDF7-50A(1-5/8'') C No CaAa (Out OfFace)

127.000 - 0.000 4 No Ice1/2'' Ice1'' Ice2'' Ice4'' Ice

0.0000.0000.0000.0000.000

0.0010.0020.0040.0110.030

LDF7-50A(1-5/8'') C No CaAa (Out OfFace)


0.1980.2980.3980.5980.998

0.0010.0020.0040.0110.030

MLE Hybrid9Power/18Fiber RL 2(

1 5/8)

C No CaAa (Out OfFace)


0.0000.0000.0000.0000.000

0.0010.0020.0040.0100.029



Description Faceor

Leg

AllowShield

ComponentType

Placement

ft

TotalNumber

CAAA

ft2/ft

Weight

klf**

FXL-1873( 1 5/8'') C No CaAa (Out OfFace)


0.0000.0000.0000.0000.000

0.0010.0020.0040.0100.030

860 10033(3/8) C No CaAa (Out OfFace)


0.0000.0000.0000.0000.000

0.0000.0010.0020.0060.021

**LDF4-50A(1/2'') C No Inside Pole 48.000 - 0.000 1 No Ice


0.0000.0000.0000.0000.000

0.0000.0000.0000.0000.000

**Step Bolts C No CaAa (Out Of

Face)148.000 - 0.000 1 No Ice


0.0620.1630.2630.4630.862

0.0010.0020.0030.0080.024

**1 1/4'' Flat

ReinforcementC No CaAa (Out Of

Face)106.750 - 0.000 1 No Ice


0.2080.3190.4310.6531.097

0.0000.0000.0000.0000.000

**1 1/4'' Flat

ReinforcementC No CaAa (Out Of

Face)49.500 - 24.500 1 No Ice


0.2080.3190.4310.6531.097

0.0000.0000.0000.0000.000

**LDF7-50A(1-5/8'') C No CaAa (Out Of

Face)119.000 - 0.000 1 No Ice


0.1980.2980.3980.5980.998

0.0010.0020.0040.0110.030

**

Feed Line/Linear Appurtenances Section AreasTowerSectio

n

TowerElevation

ft

Face AR

ft2

AF

ft2

CAAAIn Face

ft2

CAAAOut Face

ft2

Weight

KL1 160.000-148.500 A

BC

0.0000.0000.000

0.0000.0000.000

0.0000.0000.000

0.0000.0000.000

0.0000.0000.052

L2 148.500-148.000 ABC

0.0000.0000.000

0.0000.0000.000

0.0000.0000.000

0.0000.0000.000

0.0000.0000.003

L3 148.000-111.000 ABC

0.0000.0000.000

0.0000.0000.000

0.0000.0000.000

0.0000.0007.064

0.0000.0000.777

L4 111.000-105.250 ABC

0.0000.0000.000

0.0000.0000.000

0.0000.0000.000

0.0000.0002.949

0.0000.0000.185

L5 105.250-76.750 ABC

0.0000.0000.000

0.0000.0000.000

0.0000.0000.000

0.0000.00019.005

0.0000.0000.918

L6 76.750-70.750 ABC

0.0000.0000.000

0.0000.0000.000

0.0000.0000.000

0.0000.0004.001

0.0000.0000.193



TowerSectio

n

TowerElevation

ft

Face AR

ft2

AF

ft2

CAAAIn Face

ft2

CAAAOut Face

ft2

Weight

KL7 70.750-43.000 A

BC

0.0000.0000.000

0.0000.0000.000

0.0000.0000.000

0.0000.00019.859

0.0000.0000.894

L8 43.000-27.250 ABC

0.0000.0000.000

0.0000.0000.000

0.0000.0000.000

0.0000.00013.784

0.0000.0000.510

L9 27.250-7.375 ABC

0.0000.0000.000

0.0000.0000.000

0.0000.0000.000

0.0000.00013.826

0.0000.0000.643

L10 7.375-0.000 ABC

0.0000.0000.000

0.0000.0000.000

0.0000.0000.000

0.0000.0004.918

0.0000.0000.239

Feed Line/Linear Appurtenances Section Areas - With IceTowerSectio

n

TowerElevation

ft

Faceor

Leg

IceThickness

in

AR

ft2

AF

ft2

CAAAIn Face

ft2

CAAAOut Face

ft2

Weight

KL1 160.000-148.500 A

BC

1.203 0.0000.0000.000

0.0000.0000.000

0.0000.0000.000

0.0000.0000.000

0.0000.0000.052

L2 148.500-148.000 ABC

1.198 0.0000.0000.000

0.0000.0000.000

0.0000.0000.000

0.0000.0000.000

0.0000.0000.003

L3 148.000-111.000 ABC

1.178 0.0000.0000.000

0.0000.0000.000

0.0000.0000.000

0.0000.00021.433

0.0000.0001.570

L4 111.000-105.250 ABC

1.153 0.0000.0000.000

0.0000.0000.000

0.0000.0000.000

0.0000.0007.405

0.0000.0000.537

L5 105.250-76.750 ABC

1.129 0.0000.0000.000

0.0000.0000.000

0.0000.0000.000

0.0000.00045.460

0.0000.0002.551

L6 76.750-70.750 ABC

1.101 0.0000.0000.000

0.0000.0000.000

0.0000.0000.000

0.0000.0009.570

0.0000.0000.537

L7 70.750-43.000 ABC

1.067 0.0000.0000.000

0.0000.0000.000

0.0000.0000.000

0.0000.00045.742

0.0000.0002.345

L8 43.000-27.250 ABC

1.007 0.0000.0000.000

0.0000.0000.000

0.0000.0000.000

0.0000.00031.334

0.0000.0001.333

L9 27.250-7.375 ABC

1.000 0.0000.0000.000

0.0000.0000.000

0.0000.0000.000

0.0000.00030.779

0.0000.0001.574

L10 7.375-0.000 ABC

1.000 0.0000.0000.000

0.0000.0000.000

0.0000.0000.000

0.0000.00010.982

0.0000.0000.584

Feed Line Center of PressureSection Elevation

ft

CPX

in

CPZ

in

CPXIcein

CPZIcein

L1 160.000-148.500 0.0000 0.0000 0.0000 0.0000L2 148.500-148.000 0.0000 0.0000 0.0000 0.0000L3 148.000-111.000 -0.2392 0.1381 -0.5740 0.3314L4 111.000-105.250 -0.5501 0.3176 -1.0370 0.5987L5 105.250-76.750 -0.6918 0.3994 -1.2376 0.7145L6 76.750-70.750 -0.7005 0.4044 -1.2692 0.7328L7 70.750-43.000 -0.7555 0.4362 -1.3438 0.7759L8 43.000-27.250 -0.8971 0.5179 -1.5550 0.8978



Section Elevation

ft

CPX

in

CPZ

in

CPXIcein

CPZIcein

L9 27.250-7.375 -0.7537 0.4351 -1.3515 0.7803L10 7.375-0.000 -0.7342 0.4239 -1.3373 0.7721

Discrete Tower LoadsDescription Face

orLeg

OffsetType

Offsets:Horz

LateralVert

ftftft

AzimuthAdjustmen

t

°

Placement

ft

CAAAFront

ft2

CAAASide

ft2

Weight

K

Side Arm Mount [SO 101-3]

C None 0.0000 157.000 No Ice1/2''Ice

1'' Ice2'' Ice4'' Ice

7.5008.90010.30013.10018.700

7.5008.90010.30013.10018.700

0.2520.3330.4140.5760.900

800 10121 w/ Mount Pipe A From Face 4.0000.0001.000

0.0000 157.000 No Ice1/2''Ice


6.0336.7147.2998.50011.044

4.9486.0226.8108.45912.102

0.0720.1230.1810.3210.728

800 10121 w/ Mount Pipe B From Face 4.0000.0001.000

0.0000 157.000 No Ice1/2''Ice


6.0336.7147.2998.50011.044

4.9486.0226.8108.45912.102

0.0720.1230.1810.3210.728

800 10121 w/ Mount Pipe C From Face 4.0000.0001.000

0.0000 157.000 No Ice1/2''Ice


6.0336.7147.2998.50011.044

4.9486.0226.8108.45912.102

0.0720.1230.1810.3210.728

AM-X-CD-16-65-00T-RETw/ Mount Pipe

A From Face 4.0000.0001.000

0.0000 157.000 No Ice1/2''Ice


8.4989.1499.76711.03113.679

6.3047.4798.36810.17914.024

0.0740.1390.2120.3850.874

DC6-48-60-18-8F B From Face 4.0000.0001.000

0.0000 157.000 No Ice1/2''Ice


2.5672.7983.0383.5434.658

2.5672.7983.0383.5434.658

0.0190.0410.0670.1290.299

P65-17-XLH-RR w/ MountPipe

B From Face 4.0000.0001.000

0.0000 157.000 No Ice1/2''Ice


11.82312.59413.37514.94018.334

9.05610.61912.20514.69719.643

0.0940.1810.2780.5061.144

SBNH-1D6565C w/ MountPipe

C From Face 4.0000.0001.000

0.0000 157.000 No Ice1/2''Ice


11.55612.22312.89314.29117.428

9.71511.18612.59414.86919.618

0.0970.1850.2840.5141.148

(2) LGP21401 A From Face 4.0000.0001.000

0.0000 157.000 No Ice1/2''Ice

1'' Ice2'' Ice

1.2881.4451.6111.9692.788

0.2330.3130.4030.6081.121

0.0140.0210.0300.0550.135



Description Faceor

Leg

OffsetType

Offsets:Horz

LateralVert

ftftft

AzimuthAdjustmen

t

°

Placement

ft

CAAAFront

ft2

CAAASide

ft2

Weight

K

4'' Ice(2) LGP21401 B From Face 4.000

0.0001.000

0.0000 157.000 No Ice1/2''Ice


1.2881.4451.6111.9692.788

0.2330.3130.4030.6081.121

0.0140.0210.0300.0550.135

(2) LGP21401 C From Face 4.0000.0001.000

0.0000 157.000 No Ice1/2''Ice


1.2881.4451.6111.9692.788

0.2330.3130.4030.6081.121

0.0140.0210.0300.0550.135

RRUS-11 A From Face 4.0000.0001.000

0.0000 157.000 No Ice1/2''Ice


3.2493.4913.7414.2685.426

1.3731.5511.7382.1383.042

0.0480.0680.0920.1500.310

RRUS-11 B From Face 4.0000.0001.000

0.0000 157.000 No Ice1/2''Ice


3.2493.4913.7414.2685.426

1.3731.5511.7382.1383.042

0.0480.0680.0920.1500.310

RRUS-11 C From Face 4.0000.0001.000

0.0000 157.000 No Ice1/2''Ice


3.2493.4913.7414.2685.426

1.3731.5511.7382.1383.042

0.0480.0680.0920.1500.310

RRUS-11 A From Face 4.0000.0001.000

0.0000 157.000 No Ice1/2''Ice


3.2493.4913.7414.2685.426

1.3731.5511.7382.1383.042

0.0480.0680.0920.1500.310

RRUS-11 B From Face 4.0000.0001.000

0.0000 157.000 No Ice1/2''Ice


3.2493.4913.7414.2685.426

1.3731.5511.7382.1383.042

0.0480.0680.0920.1500.310

RRUS-11 C From Face 4.0000.0001.000

0.0000 157.000 No Ice1/2''Ice


3.2493.4913.7414.2685.426

1.3731.5511.7382.1383.042

0.0480.0680.0920.1500.310

**Platform Mount [LP 712-1] C None 0.0000 148.000 No Ice

1/2''Ice


24.53029.94035.35046.17067.810

24.53029.94035.35046.17067.810

1.3351.6461.9562.5773.820

APXVSPP18-C-A20 w/Mount Pipe

A From Face 4.0000.0000.000

0.0000 148.000 No Ice1/2''Ice


8.4989.1499.76711.03113.679

6.9468.1279.02110.84414.851

0.0830.1510.2270.4060.909


B From Face 4.0000.0000.000

0.0000 148.000 No Ice1/2''Ice

8.4989.1499.767

6.9468.1279.021

0.0830.1510.227



Description Faceor

Leg

OffsetType

Offsets:Horz

LateralVert

ftftft

AzimuthAdjustmen

t

°

Placement

ft

CAAAFront

ft2

CAAASide

ft2

Weight

K


11.03113.679

10.84414.851

0.4060.909


C From Face 4.0000.0000.000

0.0000 148.000 No Ice1/2''Ice


8.4989.1499.76711.03113.679

6.9468.1279.02110.84414.851

0.0830.1510.2270.4060.909

IBC1900BB-1 A From Face 4.0000.0000.000

0.0000 148.000 No Ice1/2''Ice


1.1271.2731.4271.7612.534

0.5330.6470.7701.0411.688

0.0220.0300.0390.0650.147

IBC1900BB-1 B From Face 4.0000.0000.000

0.0000 148.000 No Ice1/2''Ice


1.1271.2731.4271.7612.534

0.5330.6470.7701.0411.688

0.0220.0300.0390.0650.147

IBC1900BB-1 C From Face 4.0000.0000.000

0.0000 148.000 No Ice1/2''Ice


1.1271.2731.4271.7612.534

0.5330.6470.7701.0411.688

0.0220.0300.0390.0650.147

IBC1900HG-2A A From Face 4.0000.0000.000

0.0000 148.000 No Ice1/2''Ice


1.1271.2731.4271.7612.534

0.5330.6470.7701.0411.688

0.0220.0300.0390.0650.147

IBC1900HG-2A B From Face 4.0000.0000.000

0.0000 148.000 No Ice1/2''Ice


1.1271.2731.4271.7612.534

0.5330.6470.7701.0411.688

0.0220.0300.0390.0650.147

IBC1900HG-2A C From Face 4.0000.0000.000

0.0000 148.000 No Ice1/2''Ice


1.1271.2731.4271.7612.534

0.5330.6470.7701.0411.688

0.0220.0300.0390.0650.147

(2) 2.375'' OD x 6' MountPipe

A From Face 4.0000.0000.000

0.0000 148.000 No Ice1/2''Ice


1.4251.9252.2943.0604.702

1.4251.9252.2943.0604.702

0.0250.0360.0510.0930.234


B From Face 4.0000.0000.000

0.0000 148.000 No Ice1/2''Ice


1.4251.9252.2943.0604.702

1.4251.9252.2943.0604.702

0.0250.0360.0510.0930.234


C From Face 4.0000.0000.000

0.0000 148.000 No Ice1/2''Ice


1.4251.9252.2943.0604.702

1.4251.9252.2943.0604.702

0.0250.0360.0510.0930.234

**Side Arm Mount [SO 103- C None 0.0000 146.000 No Ice 9.500 9.500 0.224



Description Faceor

Leg

OffsetType

Offsets:Horz

LateralVert

ftftft

AzimuthAdjustmen

t

°

Placement

ft

CAAAFront

ft2

CAAASide

ft2

Weight

K

3] 1/2''Ice


11.80014.10018.70027.900

11.80014.10018.70027.900

0.3170.4100.5960.968

(2) PCS 1900MHz 4x45W-65MHz

A From Face 4.0000.0000.000

0.0000 146.000 No Ice1/2''Ice


2.7092.9483.1953.7164.862

2.6112.8473.0923.6084.744

0.0600.0830.1100.1730.347


B From Face 4.0000.0000.000

0.0000 146.000 No Ice1/2''Ice


2.7092.9483.1953.7164.862

2.6112.8473.0923.6084.744

0.0600.0830.1100.1730.347


C From Face 4.0000.0000.000

0.0000 146.000 No Ice1/2''Ice


2.7092.9483.1953.7164.862

2.6112.8473.0923.6084.744

0.0600.0830.1100.1730.347

800MHz 2X50W RRHW/FILTER

A From Face 4.0000.0000.000

0.0000 146.000 No Ice1/2''Ice


2.4012.6132.8333.3004.337

2.2542.4602.6753.1324.148

0.0640.0860.1110.1720.338


B From Face 4.0000.0000.000

0.0000 146.000 No Ice1/2''Ice


2.4012.6132.8333.3004.337

2.2542.4602.6753.1324.148

0.0640.0860.1110.1720.338


C From Face 4.0000.0000.000

0.0000 146.000 No Ice1/2''Ice


2.4012.6132.8333.3004.337

2.2542.4602.6753.1324.148

0.0640.0860.1110.1720.338

****

Platform Mount [LP 712-1] C None 0.0000 138.000 No Ice1/2''Ice


24.53029.94035.35046.17067.810

24.53029.94035.35046.17067.810

1.3351.6461.9562.5773.820

(2) LPA-80063-6CF-EDIN-2 w/ Mount Pipe

A From Face 4.0000.0000.000

0.0000 138.000 No Ice1/2''Ice


10.74511.41212.04513.34116.054

10.70011.96712.94814.96319.208

0.0520.1450.2470.4801.095


B From Face 4.0000.0000.000

0.0000 138.000 No Ice1/2''Ice


10.74511.41212.04513.34116.054

10.70011.96712.94814.96319.208

0.0520.1450.2470.4801.095


C From Face 4.0000.0000.000

0.0000 138.000 No Ice1/2''Ice

1'' Ice

10.74511.41212.04513.341

10.70011.96712.94814.963

0.0520.1450.2470.480



Description Faceor

Leg

OffsetType

Offsets:Horz

LateralVert

ftftft

AzimuthAdjustmen

t

°

Placement

ft

CAAAFront

ft2

CAAASide

ft2

Weight

K

2'' Ice4'' Ice

16.054 19.208 1.095

BXA-70063-6CF-EDIN-2w/ Mount Pipe

A From Face 4.0000.0000.000

0.0000 138.000 No Ice1/2''Ice


7.9698.6099.21610.45913.066

5.8016.9537.8199.60113.366

0.0420.1030.1710.3350.804


B From Face 4.0000.0000.000

0.0000 138.000 No Ice1/2''Ice


7.9698.6099.21610.45913.066

5.8016.9537.8199.60113.366

0.0420.1030.1710.3350.804


C From Face 4.0000.0000.000

0.0000 138.000 No Ice1/2''Ice


7.9698.6099.21610.45913.066

5.8016.9537.8199.60113.366

0.0420.1030.1710.3350.804

BXA-171063-12BF-EDIN-Xw/ Mount Pipe

A From Face 4.0000.0000.000

0.0000 138.000 No Ice1/2''Ice


5.0375.5926.1137.1779.449

5.2976.4707.3609.16212.966

0.0390.0850.1380.2710.675


B From Face 4.0000.0000.000

0.0000 138.000 No Ice1/2''Ice


5.0375.5926.1137.1779.449

5.2976.4707.3609.16212.966

0.0390.0850.1380.2710.675


C From Face 4.0000.0000.000

0.0000 138.000 No Ice1/2''Ice


5.0375.5926.1137.1779.449

5.2976.4707.3609.16212.966

0.0390.0850.1380.2710.675

KS24019-L112A C From Face 4.0000.0004.000

0.0000 138.000 No Ice1/2''Ice


0.1560.2250.3020.4840.951

0.1560.2250.3020.4840.951

0.0050.0070.0090.0180.056

(2) FD9R6004/2C-3L A From Face 4.0000.0000.000

0.0000 138.000 No Ice1/2''Ice


0.3670.4510.5430.7551.281

0.0850.1360.1960.3430.740

0.0030.0050.0090.0200.063

(2) FD9R6004/2C-3L B From Face 4.0000.0000.000

0.0000 138.000 No Ice1/2''Ice


0.3670.4510.5430.7551.281

0.0850.1360.1960.3430.740

0.0030.0050.0090.0200.063

(2) FD9R6004/2C-3L C From Face 4.0000.0000.000

0.0000 138.000 No Ice1/2''Ice


0.3670.4510.5430.7551.281

0.0850.1360.1960.3430.740

0.0030.0050.0090.0200.063

**Platform Mount [LP 712-1] C None 0.0000 127.000 No Ice

1/2''24.53029.940

24.53029.940

1.3351.646



Description Faceor

Leg

OffsetType

Offsets:Horz

LateralVert

ftftft

AzimuthAdjustmen

t

°

Placement

ft

CAAAFront

ft2

CAAASide

ft2

Weight

K

Ice1'' Ice2'' Ice4'' Ice

35.35046.17067.810

35.35046.17067.810

1.9562.5773.820

ERICSSON AIR 21 B2AB4P w/ Mount Pipe

A From Face 4.0000.0001.000

0.0000 127.000 No Ice1/2''Ice


6.8257.3477.8638.92611.175

5.6426.4807.2578.86412.293

0.1120.1690.2330.3830.807


B From Face 4.0000.0001.000

0.0000 127.000 No Ice1/2''Ice


6.8257.3477.8638.92611.175

5.6426.4807.2578.86412.293

0.1120.1690.2330.3830.807


C From Face 4.0000.0001.000

0.0000 127.000 No Ice1/2''Ice


6.8257.3477.8638.92611.175

5.6426.4807.2578.86412.293

0.1120.1690.2330.3830.807


A From Face 4.0000.0001.000

0.0000 127.000 No Ice1/2''Ice


6.8157.3377.8538.91611.165

5.6336.4727.2488.85412.280

0.1120.1690.2320.3830.806


B From Face 4.0000.0001.000

0.0000 127.000 No Ice1/2''Ice


6.8157.3377.8538.91611.165

5.6336.4727.2488.85412.280

0.1120.1690.2320.3830.806


C From Face 4.0000.0001.000

0.0000 127.000 No Ice1/2''Ice


6.8157.3377.8538.91611.165

5.6336.4727.2488.85412.280

0.1120.1690.2320.3830.806

KRY 112 144/1 A From Face 4.0000.0001.000

0.0000 127.000 No Ice1/2''Ice


0.4080.4970.5940.8151.359

0.2040.2730.3510.5330.999

0.0110.0140.0190.0320.082

KRY 112 144/1 B From Face 4.0000.0001.000

0.0000 127.000 No Ice1/2''Ice


0.4080.4970.5940.8151.359

0.2040.2730.3510.5330.999

0.0110.0140.0190.0320.082

KRY 112 144/1 C From Face 4.0000.0001.000

0.0000 127.000 No Ice1/2''Ice


0.4080.4970.5940.8151.359

0.2040.2730.3510.5330.999

0.0110.0140.0190.0320.082

**T-Arm Mount [TA 602-3] C None 0.0000 119.000 No Ice

1/2''Ice


11.59015.44019.29026.99042.390

11.59015.44019.29026.99042.390

0.7740.9901.2061.6392.503



Description Faceor

Leg

OffsetType

Offsets:Horz

LateralVert

ftftft

AzimuthAdjustmen

t

°

Placement

ft

CAAAFront

ft2

CAAASide

ft2

Weight

K

2.375'' OD x 6' Mount Pipe A From Face 4.0000.0000.000

0.0000 119.000 No Ice1/2''Ice


1.4251.9252.2943.0604.702

1.4251.9252.2943.0604.702

0.0250.0360.0510.0930.234


0.0000 119.000 No Ice1/2''Ice


1.4251.9252.2943.0604.702

1.4251.9252.2943.0604.702

0.0250.0360.0510.0930.234


0.0000 119.000 No Ice1/2''Ice


1.4251.9252.2943.0604.702

1.4251.9252.2943.0604.702

0.0250.0360.0510.0930.234

HBX-6516DS-VTM w/Mount Pipe

A From Face 4.0000.0000.000

0.0000 119.000 No Ice1/2''Ice


3.5983.9984.4355.3687.361

3.2413.9144.5645.9148.877

0.0290.0620.1010.1990.504


B From Face 4.0000.0000.000

0.0000 119.000 No Ice1/2''Ice


3.5983.9984.4355.3687.361

3.2413.9144.5645.9148.877

0.0290.0620.1010.1990.504


C From Face 4.0000.0000.000

0.0000 119.000 No Ice1/2''Ice


3.5983.9984.4355.3687.361

3.2413.9144.5645.9148.877

0.0290.0620.1010.1990.504

**KS24019-L112A A From Face 4.000

0.0002.000

0.0000 48.000 No Ice1/2''Ice


0.1560.2250.3020.4840.951

0.1560.2250.3020.4840.951

0.0050.0070.0090.0180.056

Side Arm Mount [SO 701-1]

C None 0.0000 48.000 No Ice1/2''Ice


0.8501.1401.4302.0103.170

1.6702.3403.0104.3507.030

0.0650.0790.0930.1210.177

**

Tower Pressures - No IceGH = 1.690

SectionElevation

ft

z

ft

KZ qz

ksf

AG

ft2

Face

AF

ft2

AR

ft2

Aleg

ft2

Leg%

CAAAIn

Faceft2

CAAAOut

Faceft2



SectionElevation

ft

z

ft

KZ qz

ksf

AG

ft2

Face

AF

ft2

AR

ft2

Aleg

ft2

Leg%

CAAAIn

Faceft2

CAAAOut

Faceft2

L1 160.000-148.500

154.250 1.554 0.025 9.583 ABC

0.0000.0000.000

9.5839.5839.583

9.583 100.00100.00100.00

0.0000.0000.000

0.0000.0000.000

L2 148.500-148.000

148.217 1.536 0.025 0.688 ABC

0.0000.0000.000

0.6880.6880.688

0.688 100.00100.00100.00

0.0000.0000.000

0.0000.0000.000

L3 148.000-111.000

128.978 1.476 0.024 80.157 ABC

0.0000.0000.000

80.15780.15780.157

80.157 100.00100.00100.00

0.0000.0000.000

0.0000.0007.064

L4 111.000-105.250

108.110 1.404 0.023 13.877 ABC

0.0000.0000.000

13.87713.87713.877

13.877 100.00100.00100.00

0.0000.0000.000

0.0000.0002.949

L5 105.250-76.750

90.654 1.335 0.022 75.368 ABC

0.0000.0000.000

75.36875.36875.368

75.368 100.00100.00100.00

0.0000.0000.000

0.0000.000

19.005L6 76.750-

70.75073.733 1.258 0.021 16.913 A

BC

0.0000.0000.000

16.91316.91316.913

16.913 100.00100.00100.00

0.0000.0000.000

0.0000.0004.001

L7 70.750-43.000

56.591 1.167 0.019 84.722 ABC

0.0000.0000.000

84.72284.72284.722

84.722 100.00100.00100.00

0.0000.0000.000

0.0000.000

19.859L8 43.000-

27.25035.032 1.017 0.017 51.565 A

BC

0.0000.0000.000

51.56551.56551.565

51.565 100.00100.00100.00

0.0000.0000.000

0.0000.000

13.784L9 27.250-

7.37517.186 1 0.016 70.052 A

BC

0.0000.0000.000

70.05270.05270.052

70.052 100.00100.00100.00

0.0000.0000.000

0.0000.000

13.826L10 7.375-

0.0003.671 1 0.016 27.351 A

BC

0.0000.0000.000

27.35127.35127.351

27.351 100.00100.00100.00

0.0000.0000.000

0.0000.0004.918

Tower Pressure - With IceGH = 1.690

SectionElevation

ft

z

ft

KZ qz

ksf

tZ

in

AG

ft2

Face

AF

ft2

AR

ft2

Aleg

ft2

Leg%

CAAAIn

Faceft2

CAAAOut

Faceft2

L1 160.000-148.500

154.250 1.554 0.006 1.2033 11.890 ABC

0.0000.0000.000

11.89011.89011.890

11.890 100.00100.00100.00

0.0000.0000.000

0.0000.0000.000

L2 148.500-148.000

148.217 1.536 0.006 1.1975 0.787 ABC

0.0000.0000.000

0.7870.7870.787

0.787 100.00100.00100.00

0.0000.0000.000

0.0000.0000.000

L3 148.000-111.000

128.978 1.476 0.005 1.1777 87.420 ABC

0.0000.0000.000

87.42087.42087.420

87.420 100.00100.00100.00

0.0000.0000.000

0.0000.000

21.433L4 111.000-

105.250108.110 1.404 0.005 1.1530 15.005 A

BC

0.0000.0000.000

15.00515.00515.005

15.005 100.00100.00100.00

0.0000.0000.000

0.0000.0007.405

L5 105.250-76.750

90.654 1.335 0.005 1.1289 80.730 ABC

0.0000.0000.000

80.73080.73080.730

80.730 100.00100.00100.00

0.0000.0000.000

0.0000.000

45.460L6 76.750-

70.75073.733 1.258 0.005 1.1013 18.042 A

BC

0.0000.0000.000

18.04218.04218.042

18.042 100.00100.00100.00

0.0000.0000.000

0.0000.0009.570

L7 70.750-43.000

56.591 1.167 0.004 1.0669 89.656 ABC

0.0000.0000.000

89.65689.65689.656

89.656 100.00100.00100.00

0.0000.0000.000

0.0000.000

45.742L8 43.000-

27.25035.032 1.017 0.004 1.0072 54.366 A

BC

0.0000.0000.000

54.36654.36654.366

54.366 100.00100.00100.00

0.0000.0000.000

0.0000.000

31.334L9 27.250-

7.37517.186 1 0.004 1.0000 73.364 A

B0.0000.000

73.36473.364

73.364 100.00100.00

0.0000.000

0.0000.000



SectionElevation

ft

z

ft

KZ qz

ksf

tZ

in

AG

ft2

Face

AF

ft2

AR

ft2

Aleg

ft2

Leg%

CAAAIn

Faceft2

CAAAOut

Faceft2

C 0.000 73.364 100.00 0.000 30.779L10 7.375-

0.0003.671 1 0.004 1.0000 28.580 A

BC

0.0000.0000.000

28.58028.58028.580

28.580 100.00100.00100.00

0.0000.0000.000

0.0000.000

10.982

Tower Pressure - ServiceGH = 1.690

SectionElevation

ft

z

ft

KZ qz

ksf

AG

ft2

Face

AF

ft2

AR

ft2

Aleg

ft2

Leg%

CAAAIn

Faceft2

CAAAOut

Faceft2

L1 160.000-148.500

154.250 1.554 0.010 9.583 ABC

0.0000.0000.000

9.5839.5839.583

9.583 100.00100.00100.00

0.0000.0000.000

0.0000.0000.000

L2 148.500-148.000

148.217 1.536 0.010 0.688 ABC

0.0000.0000.000

0.6880.6880.688

0.688 100.00100.00100.00

0.0000.0000.000

0.0000.0000.000

L3 148.000-111.000

128.978 1.476 0.009 80.157 ABC

0.0000.0000.000

80.15780.15780.157

80.157 100.00100.00100.00

0.0000.0000.000

0.0000.0007.064

L4 111.000-105.250

108.110 1.404 0.009 13.877 ABC

0.0000.0000.000

13.87713.87713.877

13.877 100.00100.00100.00

0.0000.0000.000

0.0000.0002.949

L5 105.250-76.750

90.654 1.335 0.009 75.368 ABC

0.0000.0000.000

75.36875.36875.368

75.368 100.00100.00100.00

0.0000.0000.000

0.0000.000

19.005L6 76.750-

70.75073.733 1.258 0.008 16.913 A

BC

0.0000.0000.000

16.91316.91316.913

16.913 100.00100.00100.00

0.0000.0000.000

0.0000.0004.001

L7 70.750-43.000

56.591 1.167 0.007 84.722 ABC

0.0000.0000.000

84.72284.72284.722

84.722 100.00100.00100.00

0.0000.0000.000

0.0000.000

19.859L8 43.000-

27.25035.032 1.017 0.007 51.565 A

BC

0.0000.0000.000

51.56551.56551.565

51.565 100.00100.00100.00

0.0000.0000.000

0.0000.000

13.784L9 27.250-

7.37517.186 1 0.006 70.052 A

BC

0.0000.0000.000

70.05270.05270.052

70.052 100.00100.00100.00

0.0000.0000.000

0.0000.000

13.826L10 7.375-

0.0003.671 1 0.006 27.351 A

BC

0.0000.0000.000

27.35127.35127.351

27.351 100.00100.00100.00

0.0000.0000.000

0.0000.0004.918

Load CombinationsComb.

No.Description

1 Dead Only2 Dead+Wind 0 deg - No Ice3 Dead+Wind 30 deg - No Ice4 Dead+Wind 60 deg - No Ice5 Dead+Wind 90 deg - No Ice6 Dead+Wind 120 deg - No Ice7 Dead+Wind 150 deg - No Ice8 Dead+Wind 180 deg - No Ice9 Dead+Wind 210 deg - No Ice10 Dead+Wind 240 deg - No Ice11 Dead+Wind 270 deg - No Ice12 Dead+Wind 300 deg - No Ice13 Dead+Wind 330 deg - No Ice



Comb.No.

Description

14 Dead+Ice+Temp15 Dead+Wind 0 deg+Ice+Temp16 Dead+Wind 30 deg+Ice+Temp17 Dead+Wind 60 deg+Ice+Temp18 Dead+Wind 90 deg+Ice+Temp19 Dead+Wind 120 deg+Ice+Temp20 Dead+Wind 150 deg+Ice+Temp21 Dead+Wind 180 deg+Ice+Temp22 Dead+Wind 210 deg+Ice+Temp23 Dead+Wind 240 deg+Ice+Temp24 Dead+Wind 270 deg+Ice+Temp25 Dead+Wind 300 deg+Ice+Temp26 Dead+Wind 330 deg+Ice+Temp27 Dead+Wind 0 deg - Service28 Dead+Wind 30 deg - Service29 Dead+Wind 60 deg - Service30 Dead+Wind 90 deg - Service31 Dead+Wind 120 deg - Service32 Dead+Wind 150 deg - Service33 Dead+Wind 180 deg - Service34 Dead+Wind 210 deg - Service35 Dead+Wind 240 deg - Service36 Dead+Wind 270 deg - Service37 Dead+Wind 300 deg - Service38 Dead+Wind 330 deg - Service

Maximum Member ForcesSectio

nNo.

Elevationft

ComponentType

Condition Gov.Load

Comb.

Force

K

Major AxisMoment

kip-ft

Minor AxisMoment

kip-ftL1 160 - 148.5 Pole Max Tension 11 0.000 -0.000 0.000

Max. Compression 14 -3.553 -0.597 -0.025Max. Mx 5 -1.190 -32.779 0.103Max. My 8 -1.193 0.051 -32.383Max. Vy 11 -3.594 32.483 -0.103Max. Vx 8 3.567 0.051 -32.383

Max. Torque 2 -0.881L2 148.5 - 148 Pole Max Tension 1 0.000 0.000 0.000

Max. Compression 14 -3.599 -0.594 -0.027Max. Mx 5 -1.223 -34.580 0.109Max. My 8 -1.227 0.049 -34.170Max. Vy 11 -3.615 34.284 -0.110Max. Vx 8 3.587 0.049 -34.170

Max. Torque 2 -0.881L3 148 - 111 Pole Max Tension 1 0.000 0.000 0.000

Max. Compression 14 -24.117 1.188 -0.199Max. Mx 11 -10.361 498.610 -0.436Max. My 2 -10.368 -0.124 497.097Max. Vy 11 -19.510 498.610 -0.436Max. Vx 8 19.480 0.844 -496.970

Max. Torque 2 -0.881L4 111 - 105.25 Pole Max Tension 1 0.000 0.000 0.000

Max. Compression 14 -26.565 1.782 -0.535Max. Mx 11 -11.918 687.591 -0.591Max. My 2 -11.925 -0.147 685.666Max. Vy 11 -20.273 687.591 -0.591Max. Vx 8 20.243 1.040 -685.634

Max. Torque 6 0.240L5 105.25 -

76.75Pole Max Tension 1 0.000 0.000 0.000

Max. Compression 14 -33.450 3.832 -1.703Max. Mx 11 -16.588 1204.981 -1.039Max. My 8 -16.592 1.626 -1202.178Max. Vy 11 -22.404 1204.981 -1.039Max. Vx 8 22.374 1.626 -1202.178

Max. Torque 6 0.219



Section

No.

Elevationft

ComponentType

Condition Gov.Load

Comb.

Force

K

Major AxisMoment

kip-ft

Minor AxisMoment

kip-ftL6 76.75 -

70.75Pole Max Tension 1 0.000 0.000 0.000


Max. Torque 15 0.153L7 70.75 - 43 Pole Max Tension 1 0.000 0.000 0.000


Max. Torque 8 -0.231L8 43 - 27.25 Pole Max Tension 1 0.000 0.000 0.000


Max. Torque 8 -0.383L9 27.25 -

7.375Pole Max Tension 1 0.000 0.000 0.000


Max. Torque 8 -0.486L10 7.375 - 0 Pole Max Tension 1 0.000 0.000 0.000


Max. Torque 8 -0.525

Maximum ReactionsLocation Condition Gov.

LoadComb.

VerticalK

Horizontal, XK

Horizontal, ZK

Pole Max. Vert 14 66.408 -0.001 0.000Max. Hx 11 42.194 28.300 -0.011Max. Hz 2 42.194 -0.011 28.272Max. Mx 2 3270.778 -0.011 28.272Max. Mz 5 3274.178 -28.300 0.011

Max. Torsion 2 0.524 -0.011 28.272Min. Vert 11 42.194 28.300 -0.011Min. Hx 5 42.194 -28.300 0.011Min. Hz 8 42.194 0.011 -28.272Min. Mx 8 -3272.493 0.011 -28.272Min. Mz 11 -3278.196 28.300 -0.011

Min. Torsion 8 -0.525 0.011 -28.272

Tower Mast Reaction SummaryLoad

CombinationVertical

K

Shearx

K

Shearz

K

OverturningMoment, Mx

kip-ft

OverturningMoment, Mz

kip-ft

Torque

kip-ft



LoadCombination

Vertical

K

Shearx

K

Shearz

K

OverturningMoment, Mx

kip-ft

OverturningMoment, Mz

kip-ft

Torque

kip-ftDead Only 42.195 -0.000 0.000 0.834 1.943 0.000Dead+Wind 0 deg - No Ice 42.194 0.011 -28.272 -3270.778 0.240 -0.524Dead+Wind 30 deg - No Ice 42.195 14.162 -24.494 -2833.968 -1637.986 -0.403Dead+Wind 60 deg - No Ice 42.195 24.518 -14.148 -1636.850 -2836.765 -0.175Dead+Wind 90 deg - No Ice 42.194 28.300 -0.011 -0.916 -3274.178 0.100Dead+Wind 120 deg - No Ice 42.195 24.507 14.129 1635.499 -2834.998 0.349Dead+Wind 150 deg - No Ice 42.195 14.143 24.483 2833.921 -1634.913 0.504Dead+Wind 180 deg - No Ice 42.194 -0.011 28.272 3272.493 3.793 0.525Dead+Wind 210 deg - No Ice 42.195 -14.162 24.494 2835.678 1642.014 0.404Dead+Wind 240 deg - No Ice 42.195 -24.518 14.148 1638.563 2840.785 0.175Dead+Wind 270 deg - No Ice 42.194 -28.300 0.011 2.637 3278.196 -0.101Dead+Wind 300 deg - No Ice 42.195 -24.507 -14.129 -1633.773 2839.024 -0.350Dead+Wind 330 deg - No Ice 42.195 -14.143 -24.483 -2832.197 1638.945 -0.505Dead+Ice+Temp 66.408 0.001 -0.000 5.806 11.056 -0.000Dead+Wind 0deg+Ice+Temp

66.408 -0.001 -8.575 -1023.522 11.470 -0.375

Dead+Wind 30deg+Ice+Temp

66.408 4.292 -7.426 -885.537 -504.139 -0.280


66.408 7.435 -4.287 -508.642 -881.649 -0.110


66.408 8.585 0.001 6.126 -1019.860 0.089


66.408 7.436 4.289 520.834 -881.868 0.264


66.408 4.294 7.427 897.565 -504.519 0.369


66.408 0.001 8.575 1035.328 11.028 0.375


66.408 -4.292 7.426 897.342 526.634 0.280


66.408 -7.435 4.287 520.448 904.141 0.110


66.408 -8.585 -0.001 5.684 1042.351 -0.089


66.408 -7.436 -4.289 -509.022 904.364 -0.265


66.408 -4.294 -7.427 -885.755 527.018 -0.369

Dead+Wind 0 deg - Service 42.195 0.004 -11.072 -1283.731 1.325 -0.204Dead+Wind 30 deg - Service 42.195 5.546 -9.592 -1112.206 -641.906 -0.157Dead+Wind 60 deg - Service 42.195 9.601 -5.540 -642.150 -1112.562 -0.068Dead+Wind 90 deg - Service 42.195 11.083 -0.004 0.165 -1284.361 0.039Dead+Wind 120 deg -Service

42.195 9.597 5.533 642.667 -1111.866 0.136

Dead+Wind 150 deg -Service

42.195 5.539 9.588 1113.232 -640.701 0.196


42.195 -0.004 11.072 1285.451 2.716 0.204


42.195 -5.546 9.592 1113.891 645.926 0.157


42.195 -9.602 5.541 643.890 1116.636 0.068


42.195 -11.083 0.004 1.556 1288.399 -0.039


42.195 -9.597 -5.533 -640.965 1115.941 -0.136


42.195 -5.539 -9.588 -1111.475 644.722 -0.196

Solution Summary

LoadComb.

Sum of Applied Forces Sum of Reactions% ErrorPX

KPYK

PZK

PXK

PYK

PZK

1 0.000 -42.195 0.000 0.000 42.195 -0.000 0.000%2 0.011 -42.195 -28.277 -0.011 42.194 28.272 0.011%



LoadComb.

Sum of Applied Forces Sum of Reactions% ErrorPX

KPYK

PZK

PXK

PYK

PZK

3 14.162 -42.195 -24.494 -14.162 42.195 24.494 0.000%4 24.518 -42.195 -14.148 -24.518 42.195 14.148 0.000%5 28.305 -42.195 -0.011 -28.300 42.194 0.011 0.011%6 24.508 -42.195 14.129 -24.507 42.195 -14.129 0.000%7 14.143 -42.195 24.484 -14.143 42.195 -24.483 0.000%8 -0.011 -42.195 28.277 0.011 42.194 -28.272 0.011%9 -14.162 -42.195 24.494 14.162 42.195 -24.494 0.000%10 -24.518 -42.195 14.148 24.518 42.195 -14.148 0.000%11 -28.305 -42.195 0.011 28.300 42.194 -0.011 0.011%12 -24.508 -42.195 -14.129 24.507 42.195 14.129 0.000%13 -14.143 -42.195 -24.484 14.143 42.195 24.483 0.000%14 0.000 -66.408 0.000 -0.001 66.408 0.000 0.001%15 -0.001 -66.408 -8.576 0.001 66.408 8.575 0.001%16 4.292 -66.408 -7.426 -4.292 66.408 7.426 0.000%17 7.435 -66.408 -4.287 -7.435 66.408 4.287 0.000%18 8.586 -66.408 0.001 -8.585 66.408 -0.001 0.001%19 7.436 -66.408 4.289 -7.436 66.408 -4.289 0.000%20 4.294 -66.408 7.428 -4.294 66.408 -7.427 0.000%21 0.001 -66.408 8.576 -0.001 66.408 -8.575 0.001%22 -4.292 -66.408 7.426 4.292 66.408 -7.426 0.000%23 -7.435 -66.408 4.287 7.435 66.408 -4.287 0.000%24 -8.586 -66.408 -0.001 8.585 66.408 0.001 0.001%25 -7.436 -66.408 -4.289 7.436 66.408 4.289 0.000%26 -4.294 -66.408 -7.428 4.294 66.408 7.427 0.000%27 0.004 -42.195 -11.074 -0.004 42.195 11.072 0.005%28 5.546 -42.195 -9.593 -5.546 42.195 9.592 0.001%29 9.602 -42.195 -5.541 -9.601 42.195 5.540 0.001%30 11.085 -42.195 -0.004 -11.083 42.195 0.004 0.005%31 9.598 -42.195 5.533 -9.597 42.195 -5.533 0.001%32 5.539 -42.195 9.588 -5.539 42.195 -9.588 0.001%33 -0.004 -42.195 11.074 0.004 42.195 -11.072 0.005%34 -5.546 -42.195 9.593 5.546 42.195 -9.592 0.001%35 -9.602 -42.195 5.541 9.602 42.195 -5.541 0.001%36 -11.085 -42.195 0.004 11.083 42.195 -0.004 0.005%37 -9.598 -42.195 -5.533 9.597 42.195 5.533 0.001%38 -5.539 -42.195 -9.588 5.539 42.195 9.588 0.001%

Non-Linear Convergence ResultsLoad

CombinationConverged? Number

of CyclesDisplacement

ToleranceForce

Tolerance1 Yes 6 0.00000001 0.000000012 Yes 16 0.00010997 0.000137743 Yes 22 0.00000001 0.000133404 Yes 22 0.00000001 0.000132685 Yes 16 0.00010995 0.000104216 Yes 22 0.00000001 0.000132327 Yes 22 0.00000001 0.000133008 Yes 16 0.00010997 0.000130999 Yes 22 0.00000001 0.0001327810 Yes 22 0.00000001 0.0001336811 Yes 16 0.00010993 0.0001049212 Yes 22 0.00000001 0.0001330713 Yes 22 0.00000001 0.0001322014 Yes 11 0.00000001 0.0000407615 Yes 19 0.00000001 0.0001018916 Yes 20 0.00000001 0.0000827317 Yes 20 0.00000001 0.0000828818 Yes 19 0.00000001 0.0001015119 Yes 20 0.00000001 0.0000841620 Yes 20 0.00000001 0.0000837821 Yes 19 0.00000001 0.0001028922 Yes 20 0.00000001 0.0000860823 Yes 20 0.00000001 0.0000860324 Yes 19 0.00000001 0.00010353



25 Yes 20 0.00000001 0.0000848826 Yes 20 0.00000001 0.0000851727 Yes 16 0.00011676 0.0000560928 Yes 19 0.00000001 0.0000802129 Yes 18 0.00000001 0.0001483130 Yes 16 0.00011676 0.0000532331 Yes 18 0.00000001 0.0001480132 Yes 19 0.00000001 0.0000800133 Yes 16 0.00011676 0.0000558734 Yes 18 0.00000001 0.0001488435 Yes 19 0.00000001 0.0000806236 Yes 16 0.00011675 0.0000534137 Yes 19 0.00000001 0.0000800738 Yes 18 0.00000001 0.00014789

Maximum Tower Deflections - Service WindSection

No.Elevation

ft

Horz.Deflection

in

Gov.Load

Comb.

Tilt

°

Twist

°L1 160 - 148.5 47.342 35 2.6948 0.0108L2 148.5 - 148 40.941 35 2.5595 0.0022L3 148 - 111 40.673 35 2.5583 0.0021L4 114.75 - 105.25 24.057 35 2.0900 0.0003L5 105.25 - 76.75 20.053 35 1.9071 0.0003L6 81 - 70.75 11.554 35 1.4264 0.0002L7 70.75 - 43 8.682 35 1.2116 0.0002L8 48 - 27.25 3.968 35 0.7664 0.0001L9 27.25 - 7.375 1.265 35 0.4490 0.0001

L10 7.375 - 0 0.090 35 0.1173 0.0000

Critical Deflections and Radius of Curvature - Service WindElevation

ft

Appurtenance Gov.Load

Comb.

Deflection

in

Tilt

°

Twist

°

Radius ofCurvature

ft157.000 Side Arm Mount [SO 101-3] 35 45.644 2.6468 0.0077 5140148.000 Platform Mount [LP 712-1] 35 40.673 2.5583 0.0022 4441146.000 Side Arm Mount [SO 103-3] 35 39.605 2.5515 0.0020 6916138.000 Platform Mount [LP 712-1] 35 35.384 2.4861 0.0014 6005127.000 Platform Mount [LP 712-1] 35 29.801 2.3221 0.0007 3674119.000 T-Arm Mount [TA 602-3] 35 25.980 2.1727 0.0004 286148.000 KS24019-L112A 35 3.968 0.7664 0.0001 3686

Maximum Tower Deflections - Design WindSection

No.Elevation

ft

Horz.Deflection

in

Gov.Load

Comb.

Tilt

°

Twist

°L1 160 - 148.5 120.059 11 6.8374 0.0274L2 148.5 - 148 103.855 11 6.4931 0.0054L3 148 - 111 103.177 11 6.4901 0.0053L4 114.75 - 105.25 61.079 11 5.3064 0.0007L5 105.25 - 76.75 50.925 11 4.8432 0.0007L6 81 - 70.75 29.360 10 3.6243 0.0006L7 70.75 - 43 22.067 10 3.0794 0.0005L8 48 - 27.25 10.090 10 1.9486 0.0004L9 27.25 - 7.375 3.216 10 1.1420 0.0002

L10 7.375 - 0 0.230 10 0.2983 0.0001



SectionNo.

Elevation

ft

Horz.Deflection

in

Gov.Load

Comb.

Tilt

°

Twist

°

Critical Deflections and Radius of Curvature - Design WindElevation

ft

Appurtenance Gov.Load

Comb.

Deflection

in

Tilt

°

Twist

°

Radius ofCurvature

ft157.000 Side Arm Mount [SO 101-3] 11 115.762 6.7152 0.0197 2112148.000 Platform Mount [LP 712-1] 11 103.177 6.4901 0.0055 1821146.000 Side Arm Mount [SO 103-3] 11 100.472 6.4728 0.0052 2830138.000 Platform Mount [LP 712-1] 11 89.782 6.3076 0.0037 2431127.000 Platform Mount [LP 712-1] 11 75.639 5.8932 0.0017 1479119.000 T-Arm Mount [TA 602-3] 11 65.956 5.5155 0.0010 114948.000 KS24019-L112A 10 10.090 1.9486 0.0004 1454

Compression Checks

Pole Design DataSection

No.Elevation

ft

Size L

ft

Lu

ft

Kl/r Fa

ksi

A

in2

ActualPK

Allow.PaK

RatioPPa

L1 160 - 148.5 (1) TP10x10x0.349 11.500 0.000 0.0 21.000 10.5815 -1.189 222.212 0.005L2 148.5 - 148 (2) TP23x10x0.349 0.500 0.000 0.0 21.000 10.5815 -1.192 222.212 0.005L3 148 - 111 (3) TP28.994x23x0.25 37.000 0.000 0.0 36.000 22.3263 -10.360 803.747 0.013L4 111 - 105.25

(4)TP29.4254x27.8865x0.312

59.500 0.000 0.0 36.000 28.8763 -11.917 1039.550 0.011

L5 105.25 - 76.75(5)

TP34.042x29.4254x0.4446 28.500 0.000 0.0 33.720 46.4429 -16.587 1566.050 0.011

L6 76.75 - 70.75(6)

TP34.3889x32.4643x0.375 10.250 0.000 0.0 39.000 40.4851 -19.126 1578.920 0.012

L7 70.75 - 43 (7) TP38.884x34.3889x0.5356 27.750 0.000 0.0 34.560 63.8187 -24.945 2205.580 0.011L8 43 - 27.25 (8) TP40.6856x37.0028x0.652

820.750 0.000 0.0 31.434 82.9499 -32.685 2607.450 0.013

L9 27.25 - 7.375(9)

TP43.9053x40.6856x0.647 19.875 0.000 0.0 34.566 88.8342 -39.493 3070.640 0.013

L10 7.375 - 0 (10) TP45.1x43.9053x0.661 7.375 0.000 0.0 36.840 93.2267 -42.184 3434.470 0.012

Pole Bending Design DataSection

No.Elevation

ft

Size ActualMx

kip-ft

Actualfbxksi

Allow.Fbxksi

Ratiofbx

Fbx

ActualMy

kip-ft

Actualfbyksi

Allow.Fbyksi

Ratiofby

Fby

L1 160 - 148.5(1)

TP10x10x0.349 32.785 15.946 23.100 0.690 0.000 0.000 23.100 0.000

L2 148.5 - 148(2)

TP23x10x0.349 32.777 15.942 23.100 0.690 0.000 0.000 23.100 0.000

L3 148 - 111 (3) TP28.994x23x0.25 498.750

38.650 36.000 1.074 0.000 0.000 36.000 0.000

L4 111 - 105.25(4)

TP29.4254x27.8865x0.3125

687.808

39.901 36.000 1.108 0.000 0.000 36.000 0.000

L5 105.25 -76.75 (5)

TP34.042x29.4254x0.4446

1205.425

38.569 33.720 1.144 0.000 0.000 33.720 0.000

L6 76.75 - 70.75(6)

TP34.3889x32.4643x0.375

1440.108

51.017 39.000 1.308 0.000 0.000 39.000 0.000



SectionNo.

Elevation

ft

Size ActualMx

kip-ft

Actualfbxksi

Allow.Fbxksi

Ratiofbx

Fbx

ActualMy

kip-ft

Actualfbyksi

Allow.Fbyksi

Ratiofby

Fby

L7 70.75 - 43 (7) TP38.884x34.3889x0.5356

1990.358

40.660 34.560 1.177 0.000 0.000 34.560 0.000

L8 43 - 27.25 (8) TP40.6856x37.0028x0.6528

2529.308

37.351 31.434 1.188 0.000 0.000 31.434 0.000

L9 27.25 - 7.375(9)

TP43.9053x40.6856x0.647

3072.117

39.151 34.566 1.133 0.000 0.000 34.566 0.000

L10 7.375 - 0 (10) TP45.1x43.9053x0.661 3279.475

38.763 36.840 1.052 0.000 0.000 36.840 0.000

Pole Shear Design DataSection

No.Elevation

ft

Size ActualVK

Actualfv

ksi

Allow.Fvksi

RatiofvFv

ActualT

kip-ft

Actualfvtksi

Allow.Fvtksi

Ratiofvt

Fvt

L1 160 - 148.5(1)

TP10x10x0.349 3.599 0.340 14.000 0.049 0.564 0.132 14.000 0.009

L2 148.5 - 148(2)

TP23x10x0.349 3.649 0.345 14.000 0.021 0.564 0.132 14.000 0.009

L3 148 - 111 (3) TP28.994x23x0.25 19.518 0.874 24.000 0.073 0.152 0.006 24.000 0.000L4 111 - 105.25

(4)TP29.4254x27.8865x0.31

2520.283 0.702 24.000 0.059 0.152 0.004 24.000 0.000

L5 105.25 -76.75 (5)

TP34.042x29.4254x0.4446

22.414 0.483 22.480 0.043 0.152 0.002 22.480 0.000

L6 76.75 - 70.75(6)

TP34.3889x32.4643x0.375

23.303 0.576 26.000 0.044 0.151 0.003 26.000 0.000

L7 70.75 - 43 (7) TP38.884x34.3889x0.5356

25.066 0.393 23.040 0.034 0.151 0.001 23.040 0.000

L8 43 - 27.25 (8) TP40.6856x37.0028x0.6528

26.706 0.322 20.956 0.031 0.175 0.001 20.956 0.000

L9 27.25 - 7.375(9)

TP43.9053x40.6856x0.647

27.900 0.314 23.044 0.027 0.175 0.001 23.044 0.000

L10 7.375 - 0 (10) TP45.1x43.9053x0.661 28.323 0.304 24.560 0.025 0.175 0.001 24.560 0.000

Pole Interaction Design DataSection

No.Elevation

ft

RatioPPa

Ratiofbx

Fbx

Ratiofby

Fby

RatiofvFv

Ratiofvt

Fvt

Comb.StressRatio

Allow.StressRatio

Criteria

L1 160 - 148.5(1)

0.005 0.690 0.000 0.049 0.009 0.697 1.333 H1-3+VT

L2 148.5 - 148(2)

0.005 0.690 0.000 0.021 0.009 0.697 1.333 H1-3+VT

L3 148 - 111 (3) 0.013 1.074 0.000 0.073 0.000 1.088 1.333 H1-3+VT

L4 111 - 105.25(4)

0.011 1.108 0.000 0.059 0.000 1.121 1.333 H1-3+VT

L5 105.25 -76.75 (5)

0.011 1.144 0.000 0.043 0.000 1.155 1.333 H1-3+VT

L6 76.75 - 70.75(6)

0.012 1.308 0.000 0.044 0.000 1.321 1.333 H1-3+VT

L7 70.75 - 43 (7) 0.011 1.177 0.000 0.034 0.000 1.188 1.333 H1-3+VT

L8 43 - 27.25 (8) 0.013 1.188 0.000 0.031 0.000 1.201 1.333 H1-3+VT

L9 27.25 - 7.375(9)

0.013 1.133 0.000 0.027 0.000 1.146 1.333 H1-3+VT



SectionNo.

Elevation

ft

RatioPPa

Ratiofbx

Fbx

Ratiofby

Fby

RatiofvFv

Ratiofvt

Fvt

Comb.StressRatio

Allow.StressRatio

Criteria

L10 7.375 - 0 (10) 0.012 1.052 0.000 0.025 0.000 1.065 1.333 H1-3+VT

Section Capacity TableSection

No.Elevation

ftComponent

TypeSize Critical

ElementPK

SF*PallowK

%Capacity

PassFail

L1 160 - 148.5 Pole TP10x10x0.349 1 -1.189 296.209 52.3 PassL2 148.5 - 148 Pole TP23x10x0.349 2 -1.192 296.209 52.3 PassL3 148 - 111 Pole TP28.994x23x0.25 3 -10.360 1071.395 81.6 PassL4 111 - 105.25 Pole TP29.4254x27.8865x0.3125 4 -11.917 1385.720 84.1 PassL5 105.25 - 76.75 Pole TP34.042x29.4254x0.4446 5 -16.587 2087.545 86.6 PassL6 76.75 - 70.75 Pole TP34.3889x32.4643x0.375 6 -19.126 2104.700 99.1 PassL7 70.75 - 43 Pole TP38.884x34.3889x0.5356 7 -24.945 2940.038 89.1 PassL8 43 - 27.25 Pole TP40.6856x37.0028x0.6528 8 -32.685 3475.731 90.1 PassL9 27.25 - 7.375 Pole TP43.9053x40.6856x0.647 9 -39.493 4093.163 85.9 PassL10 7.375 - 0 Pole TP45.1x43.9053x0.661 10 -42.184 4578.148 79.9 Pass

SummaryPole (L6) 99.1 Pass

RATING = 99.1 Pass



APPENDIX B

BASE LEVEL DRAWING



APPENDIX C

ADDITIONAL CALCULATIONS

Paul J Ford and Company250 E. Broad Street, Suite 600

Columbus, OH 43215Phone: 614.221.6679FAX: 614.448.4105

Job: 160' Monopole / Burnt HouseProject: PJF 37513-0756 / BU 876313Client: Crown Castle Drawn by: John J Woolley App'd:

Code: TIA/EIA-222-F Date: 03/11/14 Scale: NTSPath:

G:\TOWER\375_Crown_Castle\2013\37513-0756 BU 876313\WO 724001 BU 876313 - (7809)\37513-0756 R4_SABRE Reinforced.eriDwg No. E-1

160.0 ft

148.5 ft

111.0 ft

105.3 ft

76.8 ft

70.8 ft

43.0 ft

27.3 ft

7.4 ft

0.0 ft

REACTIONS - 80 mph WINDTORQUE 1 kip-ft

28 KSHEAR

3279 kip-ftMOMENT

42 KAXIAL

38 mph WIND - 1.0000 in ICETORQUE 0 kip-ft

9 KSHEAR

1043 kip-ftMOMENT

66 KAXIAL

Sec

tion

12

34

56

78

910

Leng

th(ft

)11

.500

0.50

037

.000

9.50

028

.500

10.2

5027

.750

20.7

5019

.875

7.37

5

Num

bero

fSid

es1

118

1818

1818

1818

18

Thic

knes

s(in

)0.

3490

0.34

900.

2500

0.31

250.

4446

0.37

500.

5356

0.65

280.

6470

0.66

10

Soc

ketL

engt

h(ft

)3.

750

4.25

05.

000

Top

Dia

(in)

10.0

000

10.0

000

23.0

000

27.8

865

29.4

254

32.4

643

34.3

889

37.0

028

40.6

856

43.9

053

Bot

Dia

(in)

10.0

000

23.0

000

28.9

940

29.4

254

34.0

420

34.3

889

38.8

840

40.6

856

43.9

053

45.1

000

Gra

deA

53-B

-35

A60

7-60

Rei

nf56

.20

ksi

A60

7-65

Rei

nf57

.60

ksi

Rei

nf52

.39

ksi

Rei

nf57

.61

ksi

Rei

nf61

.40

ksi

Wei

ght(

K)

0.4

0.0

2.6

0.9

4.3

1.4

5.8

5.6

5.8

2.3

29.1

Side Arm Mount [SO 101-3] 157800 10121 w/ Mount Pipe 157800 10121 w/ Mount Pipe 157800 10121 w/ Mount Pipe 157AM-X-CD-16-65-00T-RET w/ MountPipe

157DC6-48-60-18-8F 157P65-17-XLH-RR w/ Mount Pipe 157SBNH-1D6565C w/ Mount Pipe 157(2) LGP21401 157(2) LGP21401 157(2) LGP21401 157RRUS-11 157RRUS-11 157RRUS-11 157RRUS-11 157RRUS-11 157RRUS-11 157Platform Mount [LP 712-1] 148APXVSPP18-C-A20 w/ Mount Pipe 148APXVSPP18-C-A20 w/ Mount Pipe 148APXVSPP18-C-A20 w/ Mount Pipe 148IBC1900BB-1 148IBC1900BB-1 148IBC1900BB-1 148IBC1900HG-2A 148IBC1900HG-2A 148IBC1900HG-2A 148(2) 2.375" OD x 6' Mount Pipe 148(2) 2.375" OD x 6' Mount Pipe 148(2) 2.375" OD x 6' Mount Pipe 148Side Arm Mount [SO 103-3] 146(2) PCS 1900MHz 4x45W-65MHz 146(2) PCS 1900MHz 4x45W-65MHz 146(2) PCS 1900MHz 4x45W-65MHz 146800MHz 2X50W RRH W/FILTER 146800MHz 2X50W RRH W/FILTER 146800MHz 2X50W RRH W/FILTER 146Platform Mount [LP 712-1] 138(2) LPA-80063-6CF-EDIN-2 w/ MountPipe

138(2) LPA-80063-6CF-EDIN-2 w/ MountPipe

138(2) LPA-80063-6CF-EDIN-2 w/ MountPipe

138BXA-70063-6CF-EDIN-2 w/ MountPipe



138BXA-171063-12BF-EDIN-X w/ MountPipe



138KS24019-L112A 138(2) FD9R6004/2C-3L 138(2) FD9R6004/2C-3L 138(2) FD9R6004/2C-3L 138Platform Mount [LP 712-1] 127ERICSSON AIR 21 B2A B4P w/ MountPipe

127ERICSSON AIR 21 B2A B4P w/ MountPipe





127KRY 112 144/1 127KRY 112 144/1 127KRY 112 144/1 127T-Arm Mount [TA 602-3] 1192.375" OD x 6' Mount Pipe 1192.375" OD x 6' Mount Pipe 1192.375" OD x 6' Mount Pipe 119HBX-6516DS-VTM w/ Mount Pipe 119HBX-6516DS-VTM w/ Mount Pipe 119HBX-6516DS-VTM w/ Mount Pipe 119KS24019-L112A 48Side Arm Mount [SO 701-1] 48DESIGNED APPURTENANCE LOADINGTYPE TYPEELEVATION ELEVATION

Side Arm Mount [SO 101-3] 157800 10121 w/ Mount Pipe 157800 10121 w/ Mount Pipe 157800 10121 w/ Mount Pipe 157AM-X-CD-16-65-00T-RET w/ MountPipe

157

DC6-48-60-18-8F 157P65-17-XLH-RR w/ Mount Pipe 157SBNH-1D6565C w/ Mount Pipe 157(2) LGP21401 157(2) LGP21401 157(2) LGP21401 157RRUS-11 157RRUS-11 157RRUS-11 157RRUS-11 157RRUS-11 157RRUS-11 157Platform Mount [LP 712-1] 148APXVSPP18-C-A20 w/ Mount Pipe 148APXVSPP18-C-A20 w/ Mount Pipe 148APXVSPP18-C-A20 w/ Mount Pipe 148IBC1900BB-1 148IBC1900BB-1 148IBC1900BB-1 148IBC1900HG-2A 148IBC1900HG-2A 148IBC1900HG-2A 148(2) 2.375" OD x 6' Mount Pipe 148(2) 2.375" OD x 6' Mount Pipe 148(2) 2.375" OD x 6' Mount Pipe 148Side Arm Mount [SO 103-3] 146(2) PCS 1900MHz 4x45W-65MHz 146(2) PCS 1900MHz 4x45W-65MHz 146(2) PCS 1900MHz 4x45W-65MHz 146800MHz 2X50W RRH W/FILTER 146800MHz 2X50W RRH W/FILTER 146800MHz 2X50W RRH W/FILTER 146Platform Mount [LP 712-1] 138(2) LPA-80063-6CF-EDIN-2 w/ MountPipe

138

(2) LPA-80063-6CF-EDIN-2 w/ MountPipe

138

(2) LPA-80063-6CF-EDIN-2 w/ MountPipe

138

BXA-70063-6CF-EDIN-2 w/ MountPipe

138


138


138

BXA-171063-12BF-EDIN-X w/ MountPipe

138


138


138

KS24019-L112A 138(2) FD9R6004/2C-3L 138(2) FD9R6004/2C-3L 138(2) FD9R6004/2C-3L 138Platform Mount [LP 712-1] 127ERICSSON AIR 21 B2A B4P w/ MountPipe

127

ERICSSON AIR 21 B2A B4P w/ MountPipe

127


127


127


127


127

KRY 112 144/1 127KRY 112 144/1 127KRY 112 144/1 127T-Arm Mount [TA 602-3] 1192.375" OD x 6' Mount Pipe 1192.375" OD x 6' Mount Pipe 1192.375" OD x 6' Mount Pipe 119HBX-6516DS-VTM w/ Mount Pipe 119HBX-6516DS-VTM w/ Mount Pipe 119HBX-6516DS-VTM w/ Mount Pipe 119KS24019-L112A 48Side Arm Mount [SO 701-1] 48

MATERIAL STRENGTHGRADE GRADEFy FyFu Fu

A53-B-35 35 ksi 58 ksiA607-60 60 ksi 75 ksiReinf 56.20 ksi 56 ksi 71 ksiA607-65 65 ksi 80 ksi

Reinf 57.60 ksi 58 ksi 72 ksiReinf 52.39 ksi 52 ksi 66 ksiReinf 57.61 ksi 58 ksi 65 ksiReinf 61.40 ksi 61 ksi 77 ksi

TOWER DESIGN NOTES1. Tower is located in Hartford County, Connecticut.2. Tower designed for a 80 mph basic wind in accordance with the TIA/EIA-222-F Standard.3. Tower is also designed for a 38 mph basic wind with 1.00 in ice. Ice is considered to

increase in thickness with height.4. Deflections are based upon a 50 mph wind.5. TOWER RATING: 99.1%

Assumptions: 1) Rod groups at corners. Total # rods divisible by 4. Maximum total # of rods = 48 (12 per Corner).2) Rod Spacing = Straight Center-to-Center distance between any (2) adjacent rods (same corner)

Site DataBU#: F

Site Name: 3279 ft-kipsApp #: 42 kips

28 kipsQty: 16

Diam: 2.25 in Anchor Rod ResultsRod Material: A615-J TIA F --> Maximum Rod Tension 186.5 Kips

Yield, Fy: 75 ksi Allowable Tension: 195.0 KipsStrength, Fu: 100 ksi Anchor Rod Stress Ratio: 95.7% Pass

Bolt Circle: 52 inAnchor Spacing: 6 in

Base Plate Results Flexural Check PL Ref. DataW=Side: 53 in Base Plate Stress: 43.2 ksi Yield Line (in):

Thick: 3 in Allowable PL Bending Stress: 50.0 ksi 29.85Grade: 50 ksi Base Plate Stress Ratio: 86.4% Pass Max PL Length:

Clip Distance: 0 in 29.85N/A - UnstiffenedStiffener Results

Configuration: Unstiffened Horizontal Weld : N/AWeld Type: ** Vertical Weld: N/A

Groove Depth: in ** Plate Flex+Shear, fb/Fb+(fv/Fv)^2: N/AGroove Angle: degrees Plate Tension+Shear, ft/Ft+(fv/Fv)^2: N/AFillet H. Weld: <-- Disregard Plate Comp. (AISC Bracket): N/AFillet V. Weld: in Pole Results

Width: in Pole Punching Shear Check: N/AHeight: inThick: inNotch: inGrade: ksi

Weld str.: ksi

Pole DataDiam: 45.1 inThick: 0.4375 in

Grade: 65 ksi# of Sides: 18 "0" IF Round

ASD ASIF: 1.333** Note: for complete joint penetration groove welds the groove depth must be exactly 1/2 the stiffener thickness for calculation purposes

Square, Stiffened / Unstiffened Base Plate, Any Rod Material - Rev. F /G

876313

Unfactored Axial, P:

3) Clear space between bottom of leveling nut and top of concrete not exceeding (1)*(Rod Diameter)

Unfactored Moment, M:TIA Revision:

Base Reactions

Stress Increase Factor

Plate Data

Stiffener Data (Welding at both sides)

Anchor Rod Data Unfactored Shear, V:

CCIplate 1.5 - Square Base F-G 1.2, Effective March 19, 2012 Analysis date: 3/11/2014

PJF job no. 37513-0756 R4 Project name 160' Monopole Page 1

foundation loads Overturning Moment = 363 ft-kTower or Pole Weight = kipsTotal Horizontal Force = kips

Overturning Moment = ft-kipsHoriz Load = 0 k

soil propertiesSafety factor against overturning =

Soil density = pcfAllowable soil bearing = ksf

Depth to water table = ft

mat dimensionsdepth to bottom of footing = ft

Footing thickness = ft 2.628 ksfFooting Width = ft

Footing Length = ftTower/Pole Center Offset = ft

Volume of concrete = yd3 Concrete strength = f'c = (ksi)Rebar = ( 44 ) #9 bars by 10.5 ft long

reinforcing steel = ( 11 ) #9 @ 12.6 in o.c. ea way top and bottom

Summary of analysis results

Overturning Moment: (Stress Ratio = 0.779 ) Rebar strength = Fy = (ksi)Calculated Overturning Moment = 363 ft-kips minimum cover over rebar = inches

Resisting Moment = 698.8 ft-kipsFactor of Safety against overturning = > 1.5 okay

Soil Bearing (Stress Ratio = 0.876 ) < CONTROLLING CRITERIANet Soil Bearing Resistance = 3 ksf

Calculated Soil Bearing Pressure = 2.628 ksf < 3 ksf okay

Bending Moment (Stress Ratio = 0.059 )Ultimate Bending Moment Resistance = 3890 ft-kips

Calculated Ultimate Bending Moment = 228 ft-kips < 3890 ft-kips okay

Bending Shear (Stress Ratio = 0.06 )Ultimate Bending Shear Resistance = 1126 kips

Calculated Ultimate Bending Shear = 68 kips < 1126 kips okay

127.05 k conc

3

31.37

11 ft x 11 ft

eccentricity = 2.857 ft127.05 k

00

7ft

6.5

ft

0 ft

0.5 ftwater tablebelow ftg

76.5

4

60

01111

31151.5

363Wt = 0 k

7

1.925

Job Number: 37513-0756 R4 Page: 1Site Number: 876313 By: RMKSite Name: Site Name Date: 3/11/2014

Unfactored Base Reactions from RISAComp. (+) Tension (-) Tower Type = Monopole DP

Moment, M = 2916.0 k-ft ACI Code = ACI 318-02Shear, V = 28.0 kips Seismic Design Category = DAxial Load, P = 42.0 kips Reference Standard = TIA/EIA-222-FAxial Load, P = 42.0 0.0 kips Use 1.3 Load Factor? YesOTM = 2930.0 0.0 k-ft @ Ground Load Factor = 1.30*Axial Load, Pu1 will be used for Soil Compression Analysis.**Axial Load, Pu2 will be used for Steel Analysis.Drilled Pier Parameters Safety FactorDiameter = 7 ft Soil Lateral Resistance = 2.00 0.75Height Above Grade = 0.5 ft Skin Friction = 2.00 0.75Depth Below Grade = 25.5 ft End Bearing = 2.00 0.75fc' = 3 ksi Concrete Wt. Resist Uplift = 1.25

Load Combinations Checked per TIA/EIA-222-FMat Ftdn. Cap Width = 11 ft 1. Ult. Skin Friction/2.00 + Ult. End Bearing/2.00

Steel Parameters Soil ParametersNumber of Bars = 20 Water Table Depth = 7.00 ftRebar Size = #11 Depth to Ignore Soil = 3.50 ftRebar Fy = 60 ksi Depth to Full Cohesion = 0 ftRebar MOE = 29000 ksi Full Cohesion Starts at? GroundTie Size = #5 Above Full Cohesion Lateral Resistance = 4(Cohesion)(Dia)(H)Side Clear Cover to Ties = 4 in Below Full Cohesion Lateral Resistance = 8(Cohesion)(Dia)(H)

Direct Embed Pole Shaft Parameters Maximum Capacity RatiosDia @ Grade = in Maximum Soil Ratio = 100.0%Dia @ Depth Below Grade = in Maximum Steel Ratio = 100.0%Number of Sides =Thickness = inFy = ksiBackfill Condition =

Define Soil LayersNote: Cohesion = Undrained Shear Strengh = Unconfined Compressive Strength / 2

Friction Ultimate Comp. Ult. Tension Ult.Thickness Unit Weight Cohesion Angle End Bearing Skin Friction Skin Friction Depth

Layer ft pcf psf degrees Soil Type psf psf psf ft1 2 110 26 Sand 22 3 120 33 Sand 53 32 115 25 Sand 6000 37456789

101112

Soil Results: OverturningDepth to COR = 17.08 ft, from Grade Shear, V = 28.00 kipsBending Moment, M = 3408.19 k-ft, from COR Resisting Shear, Va = 31.93 kipsResisting Moment, Ma = 3885.99 k-ft, from COR

Soil Results: Uplift Soil Results: CompressionUplift, T = 0.00 kips Compression, C = 42.00 kipsAllowable Uplift Cap., Ta = 153.84 kips Allowable Comp. Cap., Ca = 301.41 kips

Steel Results (ACI 318-02):Minimum Steel Area = 18.47 sq in Axial Load, P = 36.31 kips @ 6.50 ft Below GradeActual Steel Area = 31.20 sq in Moment, M = 3006.91 k-ft @ 6.50 ft Below Grade

Allowable Moment, Ma = 3801.44 k-ftAllowable Min Axial, Pa = -1296.00 kips, Where Ma = 0 k-ftAllowable Max Axial, Pa = 6369.58 kips, Where Ma = 0 k-ft

COMPRESSION RATIO = 13.9%

MOMENT RATIO = 79.1% OK

DRILLED PIER SOIL AND STEEL ANALYSIS - TIA/EIA-222-F

SHEAR RATIO = 87.7% OKMOMENT RATIO = 87.7% OK

OKUPLIFT RATIO = 0.0% OK

v4.0 - Effective: 10-18-13 (c) Copyright 2013 by Paul J. Ford and Company, all rights reserved.

Site DataBU#: F

Site Name: 3006.91 ft-kips (* Note)App #: 36.31 kips

Comp.

For M (WL) 1.3 <---- Enter FactorFor P (DL) 1.3 <---- Enter Factor Load Factor

1.30 Mu: 3908.983 ft-kips1.30 Pu: 47.203 kips

Concrete:7.0 ft

5541.8 in2 3000 psi60 ksi

Reinforcement: 29000 ksi4.00 in 0.00207

Horiz. Tie Bar Size= 5 0.0036.11 ft73.34 in 2002

111.41 in D1.56 in2 Seismic Risk = High20

As Total= 31.2 in2 Solve <-- Press Upon Completing All InputA s/ Aconc, Rho: 0.0056 0.56% (Run)

ACI 10.5 , ACI 21.10.4, and IBC 1810. Results:Min As for Flexural, Tension Controlled, Shafts: Governing Orientation Case: 1

(3)*(Sqrt(f'c)/Fy: 0.0027200 / Fy: 0.0033

Dist. From Edge to Neutral Axis: 13.64 inExtreme Steel Strain, 0.0143

Minimum Rho Check:Actual Req'd Min. Rho: 0.33% Flexural 0.900

Provided Rho: 0.56% OK

Ref. Shaft Max Axial Capacities, Max(Pn or Tn):Output Note: Negative Pu=Tension

4941.85 ft-kipsDrilled Shaft Superimposed Mu: 3908.98 ft-kips

1684.8 kips0.00 ft-kips 79.1%

Case 1 Case 2

Limiting compressive strain =

Vertical Bar Size = Seismic PropertiesBar Diameter =

Material Properties

Number of Bars =

Vert. Cage Diameter =

at Mu= Mn=

at Mu=( Mn=Pn per ACI 318 (10-2)

Seismic Design Category =

Vert. Cage Diameter =

Enter Load Factors Below:

Shaft Factored Loads

Bar Area =

Pier Properties

Pier Diameter =Concrete Comp. strength, f'c =Reinforcement yield strength, Fy =

Concrete Area =

Moment Capacity of Drilled Concrete Shaft (Caisson) for TIA Rev F or G

TIA Revision:Max. Service Shaft M:Max. Service Shaft P:

Maximum Shaft Superimposed Forces

Max Axial Force Type:

ACI 318 CodeSelect Analysis ACI Code=

Note: Shaft assumed to have ties, not spiral, transverse reinforcing

Reinforcing Modulus of Elasticity, E =Reinforcement yield strain =

876313Site Name

(*) Note: Max Shaft Superimposed Moment does not necessarilyequal to the shaft top reaction moment

Clear Cover to Tie=

Mu Mu

EQ EQ

Drilled_Shaft_Moment_Capacity, DSMC, Version 1.1 - Effective 04/01/ 2010 Analysis Date: 3/11/2014

EBI Consulting environmental | engineering | due diligence

21 B Street .

Burlington, MA 01803 .

Tel: (781) 273.2500 .

Fax: (781) 273.3311

RADIO FREQUENCY EMISSIONS ANALYSIS REPORT EVALUATION OF HUMAN EXPOSURE POTENTIAL

TO NON-IONIZING EMISSIONS

T-Mobile Existing Facility

Site ID: CT11453C

Southington (Sprint)

1394 Route 322 Southington, CT 06410

March 21, 2014

EBI Project Number: 62141636


21 B Street .


Tel: (781) 273.2500 .

Fax: (781) 273.3311

March 21, 2014

T-Mobile USA

Attn: Jason Overbey, RF Manager

35 Griffin Road South

Bloomfield, CT 06002

Re: Emissions Values for Site: CT11453C - Southington (Sprint)

EBI Consulting was directed to analyze the proposed T-Mobile facility located at 1394 Route 322,

Southington, CT, for the purpose of determining whether the emissions from the Proposed T-Mobile

Antenna Installation located on this property are within specified federal limits.

All information used in this report was analyzed as a percentage of current Maximum Permissible

Exposure (% MPE) as listed in the FCC OET Bulletin 65 Edition 97-01and ANSI/IEEE Std C95.1. The

FCC regulates Maximum Permissible Exposure in units of microwatts per square centimeter (µW/cm2).

The number of µW/cm2 calculated at each sample point is called the power density. The exposure limit

for power density varies depending upon the frequencies being utilized. Wireless Carriers and Paging

Services use different frequency bands each with different exposure limits, therefore it is necessary to

report results and limits in terms of percent MPE rather than power density.

All results were compared to the FCC (Federal Communications Commission) radio frequency exposure

rules, 47 CFR 1.1307(b)(1) – (b)(3), to determine compliance with the Maximum Permissible Exposure

(MPE) limits for General Population/Uncontrolled environments as defined below.

General population/uncontrolled exposure limits apply to situations in which the general public may be

exposed or in which persons who are exposed as a consequence of their employment may not be made

fully aware of the potential for exposure or cannot exercise control over their exposure. Therefore,

members of the general public would always be considered under this category when exposure is not

employment related, for example, in the case of a telecommunications tower that exposes persons in a

nearby residential area.

Public exposure to radio frequencies is regulated and enforced in units of microwatts per square

centimeter (µW/cm2). The general population exposure limit for the cellular band is 567 µW/cm2, and the

general population exposure limit for the PCS band is 1000 µW/cm2. Because each carrier will be using

different frequency bands, and each frequency band has different exposure limits, it is necessary to report

percent of MPE rather than power density.


21 B Street .


Tel: (781) 273.2500 .

Fax: (781) 273.3311

Occupational/controlled exposure limits apply to situations in which persons are exposed as a

consequence of their employment and in which those persons who are exposed have been made fully

aware of the potential for exposure and can exercise control over their exposure. Occupational/controlled

exposure limits also apply where exposure is of a transient nature as a result of incidental passage through

a location where exposure levels may be above general population/uncontrolled limits (see below), as

long as the exposed person has been made fully aware of the potential for exposure and can exercise

control over his or her exposure by leaving the area or by some other appropriate means.

Additional details can be found in FCC OET 65.

CALCULATIONS

Calculations were done for the proposed T-Mobile Wireless antenna facility located at 1394 Route 322,

Southington, CT, using the equipment information listed below. All calculations were performed per the

specifications under FCC OET 65. Since T-Mobile is proposing highly focused directional panel

antennas, which project most of the emitted energy out toward the horizon, the actual antenna pattern gain

value in the direction of the sample area was used. For this report the sample point is a 6 foot person

standing at the base of the tower

For all calculations, all equipment was calculated using the following assumptions:

1) 2 GSM channels (1935.000 MHz—to 1945.000 MHz) were considered for each sector of the

proposed installation.

2) 2 UMTS channels (2110.000 MHz to 2120.000 MHz / 2140.000 MHz to 2145.000 MHz)

were considered for each sector of the proposed installation

3) 2 LTE channels (2110.000 MHz to 2120.000 MHz / 2140.000 MHz to 2145.000 MHz) were

considered for each sector of the proposed installation

4) All radios at the proposed installation were considered to be running at full power and were

uncombined in their RF transmissions paths per carrier prescribed configuration. Per FCC

OET Bulletin No. 65 - Edition 97-01 recommendations to achieve the maximum anticipated

value at each sample point, all power levels emitting from the proposed antenna installation

are increased by a factor of 2.56 to account for possible in-phase reflections from the

surrounding environment. This is rarely the case, and if so, is never continuous.

5) For the following calculations the sample point was the top of a six foot person standing at

the base of the tower. The actual gain in this direction was used per the manufactures

supplied specifications.

6) The antenna used in this modeling is the Ericsson AIR21 for LTE, UMTS and GSM. This is

based on feedback from the carrier with regards to anticipated antenna selection. This antenna

has a 15.6 dBd gain value at its main lobe. Actual antenna gain values were used for all

calculations as per the manufacturers specifications


21 B Street .


Tel: (781) 273.2500 .

Fax: (781) 273.3311

7) The antenna mounting height centerline of the proposed antennas is 128 feet above ground

level (AGL)

8) Emissions values for additional carriers were taken from the Connecticut Siting Council

active database. Values in this database are provided by the individual carriers themselves.

All calculation were done with respect to uncontrolled / general public threshold limits

Site ID

Site Addresss

Site Type

Antenna

Number Antenna Make Antenna Model Status Frequency Band Technology

Power

Out Per

Channel

(Watts)

Number of

Channels

Composite

Power

Antenna Gain

in direction

of sample

point (dBd)

Antenna

Height (ft)

analysis

height Cable Size

Cable Loss

(dB)

Additional

Loss ERP

Power

Density

Value

Power

Density

Percentage

1a Ericsson AIR21 B4A/B2P Active AWS - 2100 MHz LTE 60 2 120 -3.95 128 122 None 0 0 48.326044 1.16726 0.11673%

1b Ericsson AIR21 B4A/B2P Not Used - - 0 -3.95 128 122 None 0 0 0 0 0.00000%

2a Ericsson AIR21 B2A / B4P Active PCS - 1950 MHz GSM / UMTS 30 2 60 -3.95 128 122 1-5/8" 0 0 24.163022 0.58363 0.05836%

2B Ericsson AIR21 B2A / B4P Passive AWS - 2100 MHz UMTS 30 2 60 -3.95 128 122 1-5/8" 0 0 24.163022 0.58363 0.05836%

0.233%

Antenna


Power

Out Per

Channel

(Watts)

Number of

Channels

Composite

Power

Antenna Gain

in direction

of sample

point (dBd)

Antenna

Height (ft)

analysis

height Cable Size

Cable Loss

(dB)

Additional

Loss ERP

Power

Density

Value

Power

Density

Percentage




28 Ericsson AIR21 B2A / B4P Passive AWS - 2100 MHz UMTS 30 2 60 -3.95 128 122 1-5/8" 0 0 24.163022 0.58363 0.05836%

0.233%

Antenna


Power

Out Per

Channel

(Watts)

Number of

Channels

Composite

Power

Antenna Gain

in direction

of sample

point (dBd)

Antenna

Height (ft)

analysis

height Cable Size

Cable Loss

(dB)

Additional

Loss ERP

Power

Density

Value

Power

Density

Percentage




28 Ericsson AIR21 B2A / B4P Passive AWS - 2100 MHz UMTS 30 2 60 -3.95 128 122 1-5/8" 0 0 24.163022 0.58363 0.05836%

0.233%

6.910%

Sector total Power Density Value:

Site Composite MPE %

Total Site MPE % 47.390%

MPE %

0.700%

Sector 1

Sector 2

Sector 3

1394 Route 322, Southington, CT 06410

CT11453C - Southington (Sprint)

Monopole



Carrier

T-Mobile

AT&T 14.160%

MetroPCS 8.580%

Verizon Wireless 17.040%

Sprint


21 B Street .


Tel: (781) 273.2500 .

Fax: (781) 273.3311

Summary

All calculations performed for this analysis yielded results that were well within the allowable limits for

general public exposure to RF Emissions.

The anticipated Maximum Composite contributions from the T-Mobile facility are 0.700% (0.233%

from each sector) of the allowable FCC established general public limit considering all three sectors

simultaneously sampled at the ground level.

The anticipated composite MPE value for this site assuming all carriers present is 47.390% of the

allowable FCC established general public limit sampled at the ground level. This is based upon values

listed in the Connecticut Siting Council database for existing carrier emissions.

FCC guidelines state that if a site is found to be out of compliance (over allowable thresholds), that

carriers over a 5% contribution to the composite value will require measures to bring the site into

compliance. For this facility, the composite values calculated were well within the allowable 100%

threshold standard per the federal government.

Scott Heffernan

RF Engineering Director

EBI Consulting

21 B Street

Burlington, MA 01803

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